HomeMy WebLinkAboutHydrology (Feb.20,2002)
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HYDROLOGY AND HYDRAULICS STUDY
P ASEO DEL SOL
TRACT NOS. 24188-2, 24188-3 & 24188
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
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
February 20, 2002
(Supercedes Approved Report Dated March 8, 2001)
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Project Assignment
TO:
Rene Martinez, Engineering Counter Technician ~...Q
FROM:
Jerry Alegria, Senior Engineer
1/14
,2002
@pM 2-41 B'2> -.2/ -3'" FLots
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DATE:
PROJECT DESCRIPTION:
CASE NO. :
LD
PA
f Please assign LD No. - LDOa.- 00 S DR MP OR MB@PR
o Please place the above project on the Project List
o Please place the above project on the Pre Application List
X Please place the above project on the Plan Check Log
o Please place the above project on the Permit Log
o Please place the above project on the Bond Release Log
Assign the project to: 'iZ~b-. ~p.n.~.=,.
Comments:
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Letter of Transmittal
The Keith Companies TK.C
Date: February 6, 2002
To: Reza James
City of Temecula
43200 Business Park Drive
Temecula, CA 92589
Tract No. 24188-2
I" Plan Check Submittal
.Job No.: 31614.01.000
Project: Paseo del Sol
RECEIVED
FES 0 7 2002
Re:
CITY OF TEMECULA
ENGINEERING DEPARTMENT
Weare sending you attached via delivery as checked below:
o For approval 0 For your use 0 As requested 0 For review & comment
o Other:
Items transmitted:
Copies Doc Date Pages Description
2 02/06/02 8 Tract No. 24188-2 Street Improvement Plan
2 02/06/02 2 Tract No. 24188-2 Storm Drain Improvement Plan
I 01/25/02 6 Tract No. 24188-2 Cost Estimate
3 -- I Tract No. 24188 Tentative Tract Map
I 01116/01 -- Tract No. 24188 Conditions of Approval
I 01118/01 I Reference Plan - Tract 24187 Sewer & Water Imp. Plan (sheet 7 of7)
I 04/02/0 I 3 Reference Plan - Tract 24187 Storm Drain Improvement Plan
I 12/05/00 4 Reference Plan - Tract 24187 Offsite Street Improvement Plan
I -- I Check in the amount of $24,735 (previously submitted by Newland)
Remarks:
Reza, we have previously submitted a hydrology report for Tract No. 24188 and will be meeting
with you shortly to discuss. We will also be submitting the Tract Maps to you shortly. Should you
need any additional information, please don't hesitate to call. Thank you.
Signed:
ara S ele for Craig E. Ran)
S' roject Designer
(909) 653-0234 (t), (909) 65 -5308 (I)
Email: craig.ryan@keithco.com
22690 Cactus Avenue
Moreno Valley
California 92553
t: 909.653.0234
WWoN.keithco.com
C:Wy DocumentsIPaseo del SoNamesTrans3.doc
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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-1.61)
· 2- Year, I-Hour Precipitation Isohyetals (Plate D-4.3)
· I 00 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 of Intensity 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 HOL
Hydrology Key Map .................................................................................................Back Pocket
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February 13,2002
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REGIONAL MAP
EXHIBIT A
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TT 24117
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PALOMA DEL SOL, EAST
Tract 2418'
Storm Drain Schematic
1200'
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C. PURPOSE OF STUDY AND NARRATIVE
lbis report includes the hydrology and hydraulics calculations performed for the final design of
onsite drainage facilities for Tract Nos. 24188-2, 24188-3 & 24188 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 have
been constructed per sheet 3 of 3 of approved City of Temecula Drawing No. LD99-221 CO as part
of Tract No. 24187-2 improvements. The report dated March 8, 2001, was used for revision to these
facilities (prior to construction) as a result of grading revisions to TIM 24188-2. The drainage
facilities in Sunny Meadows Drive, near the open space North of Tract No. 24188-1, have been
constructed per sheet 3 of 3 of City of TemecuIa Drawing No. LD99-049CO as part of Tract No.
24187-3 improvements. The report dated March 8, 2001, was also used for revision to these facilities
(prior to plan approval) as a result of grading revisions to TIM 24188-2. lbis report supercedes the
report dated March 8, 2001.
The development site is located east of Interstate Route 15 and north of Highway 79, as shown on
Exhibit "A". The project area is generally bound by Meadows Parkway to the west, Sunny
Meadows Drive to the south, Butterfield Stage Road to the east, and Pauba Road to the north.
. The primary objectives of this report are as follows:
1. Delineate the drainage area tributary to the onsite catch basins in Tract Nos. 24188-2, 24188-3
& 24188. In addition, delineate the drainage area tributary to the existing off-site catch basin in
Butterfield Stage Road.
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 and off-site runoff to provide 10-
year and 100-year design flows for the sizing and analysis of drainage facilities.
3. Based on the hydrologic results and physical site requirements, design the proposed storm drain
in Tract Nos. 24188-2, 24188-3 & 24188 to convey the computed design discharges. In
addition, analyze the interception capacity of the existing off-site catch basin in Butterfield
Stage Road.
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N:\3 ]6]4.01\1)0(;\2807 Hydrology Repon_docl]
February 13,2002
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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 of the Rational Method:
1. The soils map from the Riverside County Hydrology Manual indicates that the study area is
primarily Oroup "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: 1/4-acre residential lots, and commercial for the street
areas and undeveloped (good cover) for Park Area.
3. Initial subareas were drawn to be less than 10 acres in size and less than 300 feet in length per
County guidelines. Where the 300 feet guideline is exceeded, the initial area time of
concentration has been limited to approximately 10 minutes.
4. Pipe travel times were computed based on estimated pipe sizes. No revisions are necessary for
actual pipe sizes used for construction.
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 inches/hour per the correction plate dated
8/23/85. Multiplying the 100-year, 24-hour by 0.20 to get the 100-year, I-hour we have (6.0 x
0.20) 1.2 inches/hour. 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). The off-site sump catch basin in Butterfield Stage
Road has also been analyzed for 100% interception.
Flow by catch basins have been sized in a manner that downstream flows do not exceed the top
of curb during the IO-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 ofthis 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 (per calculation tables found in Appendix IV) or based on the
hydrology model, whichever is less.
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February 13, 2002
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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 June 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.1, a storm drain
extension is not needed to the existing wetlands. As mentioned during our telephone
messages and conversation (wi Oeorge Lenfestey) on November 3, 2000, the direction of
the project will be modified as follows:
.
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.
LD99-221CO approved on April 5, 2000.
.
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 on
Meadows Parkway to the wetland location (as a conservative measure).
N :\3 I 458.000\doc\2807 _ Meadows_ SD _McKibbin _Letter2.doc
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Mr. Stuart McKibbin, P.E.
R.C.F.C. & W.C.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:
I. 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 1st check comments on Line A calculations.
3. Storm Drain Plans for Laterals "A-20a" and "A-20b" in Sunny Meadows Drive (City
of Temecula Drawing No. LD99-221CO approved on April 5, 2000).
4. Hydrology Map for Tract Nos. 24187-1, -2, and -3 (final) dated March 14, 2000, as
submitted to the City of Temecula.
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.e. & 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 Temecula, 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 boundary 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 storm drain
extension. The entire tributary area to the proposed storm drain extension
is delineated on R.C.F.C.&W.e.D. photo map (dated June 8, 1982) at 400
scale.
Page 2 of6
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Mr. Stuart McKibbin, P.E.
R.C.F.C. & W.C.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 flowrate
for the 100-year, 1 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 hydro graph,
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 storm 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 storm 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.c.P.c. & 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 storm 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: I) 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 Oeneral Manager-Chief Engineer.
The engineer/developer 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 WSPO 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:
e
Since all of the 100-year flow is retained in the existing wetlands area, a
WSPO 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
Mr. Stuart McKibbin, P.E.
R.C.F.C. & 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 ofFish and Oame 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.
II. Checked plans and calculations have been returned to the engineer for corrections.
Additional review by the District is anticipated and will be performed upon
resubmittal of plan by the engineer. The resubmittals should be stamped by the
engineer and folded (9"xI2") 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.
e
Page 5 of6
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Mr. Stuart McKibbin, P.E.
R.C.F.C. & W.C.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
resubmittal. 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 stamped by the engineer and folded
(9"x 12") 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 ex!. 257.
Sincerely,
THE KEITH COMPANIES, INC.
Inland Empire Division
~~
Ned J. Araujo, P.E.
Senior Project Engineer
NJA:sms
cc: Newland Communities
Attn: Mr. Dean Meyer
City of Temecula
Attn: Mr. Bill Hughes
Page 6 of6
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1995 MARKET STRE~
RIVERSIDE. CA 925'::
909.955.1200
909.7SS.9965 FAX
.
65879.1
RIVERSIDE COUNTY FLOOD CONTROL
AND \\'ATER CONSERV ATION DISTRICT
December 7, 2000
Mr. Ron Parks, Deputy Director of Public Works
City of Temecula
43200 Business Park Drive
Temecula. CA 92590
Dear Mr. Parks:
R"
Tracts 24187-1 and 24187-2
Paseo del 5011 City ofTemecula
Account No. 137-0-3-0695
(Improvement Plan Ck. #2)
.r;.
The following plans, prepared by The Keith Companies, have been submitted to the District for review:
L City of Temecula Tracts 24187-1 and 24187-2, improvement plans for Laterals A-20a and A.20b in Sunny
Meadows Drive, Dwg. No. LD99.22ICO, dated April 5, 2000, consisting of 3 sheets, received by the District
November 6, 2000.
2.
. 3.
4.
Proposed Tentative Tract No. 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 ll1ap, 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
attachments, received by the District November 6, 2000.
The plans have been reviewed and the proposed inlets meet District standards. The Flood Control District has no objeclion to lhc
issuance of appropriate pennits. 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 stonn drain improvements. Contact Ed Lotz at
909.955.1266. Afterthe penn it is issued the District must be notified one week priorto construction.
The City must ensure that the developer has obtained a Nationai Pollutant Discharge Elimination System (NPDES) construction
penn it prior to the issuance of a grading permit.
A full and final accounting of the. plan check c!'sts will be made to the applicant within 30 days of the date of this letter.
Remaining deposits of$5.00 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 (
~.o.J\nG-Kl1
ru::tRT E. MCKIBBIN
Senior Civil Engineer
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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:a10years.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) =
10.00 Antecedent Moisture Condition
2
e
2 year, 1 hour precipitation
100 year, 1 hour precipitation
0.530IIn.)
1.200(In.)
Storm event year 10.0
Calculated rainfall intensity data,
1 hour intensity = 0.B06(In/Hr)
Slope of intensity duration curve = 0.5600
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
e
Initial area flow distance = 285.000IFt.)
Top (of initial area) elevation = 257.700(Ft.)
Bottom (of initial area) elevation = 255.000IFt.)
Difference in elevation = 2.700(Ft.)
Slope = 0.00947 s (percent) = 0.95
TC = k(0.390)*[(length^3)/(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 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 = 2.351(CFS)
~
e
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 ****
e
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
Manning1s 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 = 8.532(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 = 4.471(CFS) Total area = 2.580(Ac.)
Street flow at end of street = 4.47l(CFS)
Half street flow at end of street 2.236(CFS)
Depth of flow = 0.317(Ft.), Average velocity = 2.175(Ft/s)
Flow width (from curb towards crown)= 9.494(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 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
e
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 = 5.164(CFS)
Depth of flow = 0.313(Ft.), Average velocity = 2.586(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.338(Ft.)
Flow velocity = 2.59(Ft/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 = 0.322(Ft.), Average velocity = 2.643(Ft/s)
Flow width (from curb towards crown)= 9.744(Ft.)
.
++++++++++++++++++++++++++++~+++++++++++++++++++++++++++++++++++++++++
Process from point/Station 35.000 to Point/Station 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 soil(AMC 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 Point/Station 40.000 to Point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
,~
3
e
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
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 = l2.629(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 O.QOO
RI index for soil(AMC 2) 69.00
Pervious area fraction = O.lOOi 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 = 5.4l0(Ac.)
Street flow at end of street = 8.793(CFS)
Half street flow at end of street 8.793(CFS)
Depth of flow = 0.38l(Ft.), Average velocity = 5.055(Ft/s)
Flow width (from curb towards crown)= l2.699(Ft.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 244.800(Ft.)
End of street segment elevation = 23l.000(Ft.)
Length of street segment l270.000(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 = 11.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
6
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 = 0.100; 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) = 0.348
Area averaged RI index number = 69.0
.
\~
5
.
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
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 =
year storm
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
0.999(CFS)
fraction =
0.500
n
1
e
Total initial stream area =
Pervious area fraction = 0.500
0.510(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 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 140.000(Ft.)
Height of curb above gutter flowline: 6.0(In.)
width of half street (curb to crown) : 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz): 0.070
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: 1.743(CFS)
Depth of flow: 0.290(Ft.), Average velocity: 2.188(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width ~ 8.186(Ft.)
Flow velocity = 2.19(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 2.261 (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: 0.315(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 ****
e
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 [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.)
Manningrs 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 = 3.134(CFS)
Depth of flow = 0.289(Ft.), Average velocity = 4.008(Ft/s)
Streetflow 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 O.QOO
RI index for soil(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 O.80Q(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(Pt.)
End of street segment elevation = 244.800(Pt.)
Length of street segment 125.000IPt.)
Height of curb above gutter flowline 6.0(In.)
width of half street (curb to crown) 20.000(Pt.)
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(Pt.)
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 = 9.908(CFS)
Depth of flow = 0.393(Pt.), 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 ar~a 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(Kc.)
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 10.032ICPS)
Depth of flow = 0.395IFt.), Average velocity = 5.216(Ft/s)
Flow width (from curb towards crown)= 13.403(Pt.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 244.800(Pt.)
End of street segment elevation = 228.200(Ft.)
Length of street segment 945.000(Pt.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 22.000(Pt.)
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 [lJ side(s) of the street
Distance from curb to property line 11.000(Pt.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Pt.)
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
Manning1s 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
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 0.000
B : 0.000
C 1. 000
D : 0.000
69.00
0.500; Impervious fraction:
15.17 min.
1.740(In/Hr) for a 10.0
1.857(CFS) for 1.360(Ac.)
14.422(CFS) Total area:
0.500
year storm
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] 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.)
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 = 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 = 0.100; 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
.
7,.?-
6
e
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 03/06/01 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-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 20.0
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 ****
e
Initial area flow distance = 210.000(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)/(elevation change)]^0.2
Initial area time of concentration = 7.969 min.
Rainfall intensity = 2.495 (In/Hr) for a 10.0
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 =
year storm
A 0.000
B 0.000
C : 1.000
D 0.000
69.00
0.500; Impervious
2.028(CFS)
fraction =
0.500
~
1
e
Total initial stream area =
Pervious area fraction = 0.500
1.000(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 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 : 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 graae 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: 1.894(Ft/s)
Streetflow hydraulics at midpoint of street travel,
Halfstreet flow width: 7.438(Ft.)
Flow velocity: 1.89(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: 0.998(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: 0.287(Ft.), Average velocity: 1.960(Ft/s)
Flow width (from curb towards crown): 8.033(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 259.20Q(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
e
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 [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
Manning1S 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 1.000
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 2.054 (In/Hr) for a 10.0 year storm
Subarea runoff 1.082(CFS} for O.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.)
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
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
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 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious fraction =
11.29 min.
2.054(In/Hr) for a 10.0
2.262(CFS) for 1.380(Ac.)
6.371(CFS) Total area =
0.500
year storm
3.580(Ac.)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
~
3
e
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 [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.)
Manningls 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 = 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(CFSl
Half street flow at end of street 7.460(CFSl
Depth of flow = 0.443(Ft.), Average velocity = 2.835(Ft/s)
Flow width (from curb towards crown) = 15.826 (FL)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
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 IB.OOO(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
Slope from grade break to crown (v/hzl 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.)
7Jo
4
e
Manning1s N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning1s N from grade break to crOWD = 0.0150
Estimated mean flow rate at midpoint of street = 7.582ICFS)
Depth of flow = 0.353(Ft.), Average velocity = 5.391(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.3l2(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. DO
Pervious area fraction = 0.100; Impervious fraction 0.900
Rainfall intensity 1.878(In/Hr) for a 10.0 year storm
Subarea runoff 0.231(CFS) for O.HO(Ac.)
Total runoff = 7.691(CFS) Total area = 4.430(Ac.)
Street flow at end of street = 7.691(CFS)
Half stTeet 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
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 0.000
B 0.000
C 1.000
D = 0.000
69.00
0.200; Impervious fraction =
13.23 min.
1.878(In/Hr) for a 10.0
3.957 (CFS) for 2.460 (Ac.)
11.648(CFS) Total area =
0.800
year storm
6.890 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 57.000 to Point/Station 60.000
**** SUBAREA FLOW ADDITION ****
e
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 soi1(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction
0.500
1..1
5
e,
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
e
e
7.650(Ac.)
7.65 (Ac.)
-z.~
6
e
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date, 03/06/01 File,d10years.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 Ahtecedent Moisture Condition
2.
e
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 ****
e
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 2.379(In/Hr) for a 10.0 year storm
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
Initial subarea runoff =
A = 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
1.252(CFS)
fraction
0.500
~
1
e
Total initial stream area =
Pervious area fraction = 0.500
0.650(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
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 [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.)
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 ~ 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 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 2.190(In/Hr) for a 10.0 year storm
Subarea runoff 1.900(CFS) for 1.080(Ac.)
Total runoff: 3.l52(CFS) Total area = 1.730(Ac.)
Street flow at end of street: 3.152 (CFS)
Half street flow at end of street: 3.152(CFS)
Depth of flow ~ 0.282(Ft.), Average velocity: 4.3l4(Ft/s)
Flow width (from curb towards crown): 7.773(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
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
I
Ie
.
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: 4.601(CFS)
Depth of flow: 0.299(Ft.), Average velocity: 2.651(Ft/s)
Streetflow 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.)
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
e
~
3
~\
=~ I
.!:Slfl
,,-
c~
8.~
Q,~
<(~
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 02/13/02 File:meadows.out
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IN 31614.01.000 - NEWLAND ASSOCIATES - TRACT NO. 24188
(N,\31614.01\Hyd\Tr24188-3-F\Rat\MEADOWS.TTL)
FLOWS TRIBUTARY TO EXIST. 3D LINE HAil @ MEADOWS PARKWAY
MODELED 02/13/02 BY NJA
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*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
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The Keith Companies, Moreno Valley, CA - SIN 707
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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 300.000 to point/Station 310.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 240.000(Ft.)
Top (of initial area) elevation = 283.200(Ft.)
Bottom (of initial area) elevation = 278.900(Ft.)
Difference in elevation = 4.300(Ft.)
Slope = 0.01792 s (percent) = 1.79
TC = k(0.390)*[(length^3)/(e1evation changel]^0.2
Initial area time of concentration = 7.807 min.
Rainfall intensity 2.524(In/Hr} for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.814
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Initial subarea runoff = 1.540(CFS)
Total initial stream area 0.750(Ac.)
Pervious area fraction = 0.500
e
~1,..
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 310.000 to Point/Station 320.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
TOp of street segment elevation = 278.90Q(Ft.)
End of street segment elevation = 266.60Q(Ft.}
Length of street segment SOO.OOQ(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.00Q{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] 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 = 3.358(CFS}
Depth of flow = O.3l2(Ft.), Average velocity = 3.409(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.265(Ft.)
Flow velocity = 3.4l(Ft/s)
Travel time = 2.44 min. TC = 10.25 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 2.167(In/Hr) for a 10.0 year storm
Subarea runoff 3.078(CFS) for 1.770{Ac.)
Total runoff = 4.619(CFS) Total area = 2.520(Ac.)
Street flow at end of street = 4.619(CFS)
Half street flow at end of street = 4.619(CFS)
Depth of flow = O.340{Ft.), Average velocity = 3.666{Ft/s)
Flow width (from curb towards crown)= 10.64S(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to Point/Station 320.000
**** SUBAREA FLOW ADDITION ****
e
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
Time of concentration 10.25 min.
Rainfall intensity 2.167(In/Hr) for a 10.0 year storm
Subarea runoff 4.974(CFS) for 2.860(Ac.l
Total runoff = 9.593{CFS) Total area = 5.380(Ac.)
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 330.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 266.600{Ft.)
End of street segment elevation = 265.50a(Ft.)
Length of street segment 250.000(Ft.)
Height of curb above gutter flowline 6.0(In.}
Width of half street (curb to crown) 20.00Q(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 = 11.108{CFS)
Depth of flow = O.453(Ft.), Average velocity = 1.988(Ftfs)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.332(Ft.)
Flow velocity = 1.99(Ft/s)
Travel time = 2.10 min. TC = 12.35 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.794
Decimal fraction soil group A O.QOO
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
Rainfall intensity 1.953(In/Hr) for a 10.0 year storm
Subarea runoff 2.637(CFS) for 1.700{Ac.)
Total runoff = 12.229(CFS) Total area = 7.080(Ac.)
Street flow at end of street = 12.229(CFS)
Half street flow at end of street = 6.11S(CFS)
Depth of flow = O.466{Ft.), Average velocity = 2.035{Ft/s)
Flow width (from curb towards crown)= 16.966(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 330.000 to Point/Station 370.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
e
Upstream point/station elevation = 248.800(Ft.)
Downstream point/station elevation 247.000(Ft.)
Pipe length 350.00{Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 12.229(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow 12.229(CFS)
Normal flow depth in pipe = lS.S6(In.)
Flow top width inside pipe = 22.92(In.)
Critical Depth = 15.09IIn.)
Pipe flow velocity = 5.67(Ft/s)
Travel time through pipe = 1.03 min.
Time of concentration (TCl = 13.38 min.
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 370.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area ~ 7.0BO(Ac.)
Runoff from this stream 12.229(CFS)
Time of concentration 13.38 min.
Rainfall intensity = 1.867(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 340.000 to Point/Station 350.000
**** INITIAL AREA EVALUATION ****
e
Initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 271.400(Ft.)
Bottom (of initial area) elevation = 263.800(Ft.)
Difference in elevation = 7.600(Ft.)
Slope = 0.02714 s (percent) = 2.71
TC = k(O.390)*[(length^3)/(eIevation change)]^O.2
Initial area time of concentration = 7.642 min.
Rainfall intensity 2.555(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.815
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 = 1.498{CFS)
Total initial stream area 0.720(Ac.)
Pervious area fraction = 0.500
.
~
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 350.000 to Point/Station 360.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 263.800(Ft.)
End of street segment elevation = 258.20Q(Ft.)
Length of street segment 21S.000(Ft.)
Height of curb above gutter flowline 6.0(ln.)
Width of half street (curb to crown) 20.00a(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] 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(ln.)
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 = 2.299(CFS)
Depth of flow = 0.280(Ft.), Average velocity = 3.209(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.6BO(Ft.)
Flow velocity = 3.21(Ft/s)
Travel time = 1.12 min. TC = 8.76 min.
Adding area flow to street
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 = Q.500i Impervious fraction 0.500
Rainfall intensity 2.367(In/Hr) for a 10.0 year storm
Subarea runoff 1.474(CFS) for 0.770(Ac.)
Total runoff = 2.973(CFS) Total area = 1.490(Ac.)
Street flow at end of street = 2.973(CFS)
Half street flow at end of street = 2.973{CFS)
Depth of flow = 0.300(Ft.), Average velocity = 3.392(Ft/s)
Flow width (from curb towards crown)= 8.658(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 355.000 to Point/Station 360.000
**** SUBAREA FLOW ADDITION ****
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 =
Time of concentration
Rainfall intensity
Subarea runoff
Total runoff =
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious fraction
8.76 min.
2.367(In/Hr) for a 10.0 year storm
2.106(CFS) for 1.100{Ac.)
5.079(CFS) Total area =
0.500
e
2.590(Ac.)
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 360.000 to Point/Station 370.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 251.000(Pt.l
Downstream point/station elevation 247.000(Pt.)
Pipe length 40.0Q(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 5.079{CFS)
Given pipe size = IB.OQ(In.)
Calculated individual pipe flow S.079(CFS}
Normal flow depth in pipe = 4.76(In.)
Flow top width inside pipe = 15.87{In.)
Critical Depth = lO.41(In.)
Pipe flow velocity = 13.60(Ft/s)
Travel time through pipe = 0.05 min.
Time of concentration (Te) = 8.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 340.000 to Point/Station 370.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.590(Ac.)
Runoff from this stream 5.079(CFS)
Time of concentration = 8.81 min.
Rainfall intensity = 2.359(In/Hr)
Summary of stream data:
e
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
( In/Hr)
1
2
Largest
Qp =
12.229 13.38
5.079 8.81
stream flow has longer
12.229 + sum of
Qb Ia/lb
5.079 * 0.791
16.249
1. 867
2.359
time of concentration
4.019
Qp =
Total of 2 streams to confluence:
Flow rates before confluence point:
12.229 5.079
Area of streams before confluence:
7.080 2.590
Results of confluence:
Total flow rate = 16.249{CFS)
Time of concentration 13.376 min.
Effective stream area after confluence
9.670(AC.)
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~\
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 370.000 to Point/Station 450.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 247.000{Ft.)
Downstream point/station elevation 242.DOO{Ft.)
Pipe length 360.0Q(Ft.) Manning1s N = 0.013
No. of pipes = 1 Required pipe flow l6.249ICFS)
Given pipe size = 24.0Q(In.)
Calculated individual pipe flow 16.249(CFS)
Normal flow depth in pipe = 13.S2(In.)
Flow top width inside pipe = 23.81(In.)
Critical Depth = 17.44(In.)
Pipe flow velocity = a.9oIFt/s)
Travel time through pipe = 0.67 min.
Time of concentration (Te) = 14.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 370.000 to Point/Station 450.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area ~ 9.670{Ac.)
Runoff from this stream 16.249(CFS)
Time of concentration 14.05 min.
Rainfall intensity = 1.816(In/Hr)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 380.000 to Point/Station 390.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 330.000(Ft.)
Top (of initial area) elevation = 261.200{Ft.)
Bottom (of initial area) elevation = 258.100(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.00939 s (percent) = 0.94
TC = kIO.390)*[llength^3)/lelevation change)]^O.2
Initial area time of concentration = 10.090 min.
Rainfall intensity 2.186(In/Hr) for a 10.0 year storm
SINGLE FAMILY (l/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
Initial subarea runoff = 2.090{CFS)
Total initial stream area 1.190(Ac.)
Pervious area fraction = 0.500
.
1!b
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 390.000 to Point/Station 400.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 258.10Q(Ft.)
End of street segment elevation = 253.70a(Ft.)
Length of street segment 320.00Q(Ft.)
Height of curb above gutter flowline 6.0(ln.)
Width of half street (curb to crown) 20.00Q(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.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 = 2.283{CFS)
Depth of flow = 0.304(Ft.), Average velocity = 2.495(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.879(Ft.)
Flow velocity = 2.50(Ft/s)
Travel time = 2.14 min. TC = 12.23 min.
Adding area flow to street
COMMERCIAL subarea type
Runoff Coefficient = 0.879
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 1.963(In/Hr) for a 10.0 year storm
Subarea runoff 0.380(CFS) for 0.220{Ac.)
Total runoff = 2.469{CFS) Total area = 1.410(Ac.)
Street flow at end of street = 2.469{CFS)
Half street flow at end of street = 2.469(CFS)
Depth of flow = 0.3ll(Ft.), Average velocity = 2.539(Ft/s)
Flow width (from curb towards crown)= 9.197(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 395.000 to Point/Station 400.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.795
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 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
12.23 min.
1.963(In/Hr)
4.837(CFS) for
7.307(CFS) Total
fraction
0.500
e
for a 10.0 year storm
3.100(Ac.)
area = 4.510(Ac.)
~
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 450.000
**** PIPEFLOW TRAVEL TIME {User specified size} ****
Upstream point/station elevation = 246.000(Ft.)
Downstream point/station elevation 242.00Q{Ft.)
Pipe length 40.0Q(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 7.307(CFS)
Given pipe size = IS.aO(In.)
Calculated individual pipe flow 7.307{CFS)
Normal flow depth in pipe = 5.74(ln.)
Flow top width inside pipe = 16.77(In.)
Critical Depth = 12.56(In.)
Pipe flow velocity = 15.0B(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (Te) = 12.27 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 380.000 to Point/Station 450.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area ~ 4.510(Ac.)
Runoff from this stream 7.307(CFS)
Time of concentration 12.27 min.
Rainfall intensity ~ 1.959(In/Hr)
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 420.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance ~ 250.000(Ft.)
Top (of initial area) elevation ~ 271.800{Ft.)
Bottom (of initial area) elevation = 268.200(Ft.)
Difference in elevation = 3.600{Ft.)
Slope = 0.01440 s (percent) = 1.44
TC = k(0.390)*[(length^3)/(elevation change)J^0.2
Initial area time of concentration = 8.290 min.
Rainfall intensity 2.441{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 =
Total initial stream area
Pervious area fraction = 0.500
A 0.000
B 0.000
C 1. 000
DO.OOO
69.00
0.500; Impervious fraction
0.871(CFS)
0.440(Ac.)
0.500
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AO
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 420.000 to Point/Station 430.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 268.20Q(Ft.)
End of street segment elevation = 258.40Q(Ft.)
Length of street segment 320.00Q(Ft.)
Height of curb above gutter flowline 6.0(1n.)
Width of half street (curb to crown) 20.00Q{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] side(s) of the street
Distance from curb to property line lO.OOO(Ft.)
Slope from curb to property line (vfhz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.881(CFS)
Depth of flow = O.260(Ft.), Average velocity = 3.284(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.679(Ft.)
Flow velocity = 3.28(Ft/s)
Travel time = 1.62 min. TC = 9.91 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.804
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 2.208(In/Hr) for a 10.0 year storm
Subarea runoff 1.811(CFS) for 1.020(Ac.)
Total runoff = 2.682 (CFS) Total area = 1. 460 (Ac.)
Street flow at end of street = 2.682(CFS)
Half street flow at end of street = 2.682(CFS)
Depth of flow = O.286(Ft.), Average velocity = 3.S34(Ft/s)
Flow width (from curb towards crown)= 7.951(Ft.)
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A.\
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 430.000 to Point/Station 440.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 258.40Q(Ft.)
End of street segment elevation = 253.60Q{Ft.)
Length of street segment 310.00Q(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.00Q(Ft.)
Distance from crown to crossfall grade break IB.OOQ(Ft.l
Slope from gutter to grade break (v/hz) = 0.070
Slope from grade break to crown (v/hz) 0.020
Street flow is on [11 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 = 2.939(CFS)
Depth of flow = O.320{Ft.), Average velocity = 2.765(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.676(Ft.)
Flow velocity = 2.77(Ft/s)
Travel time = 1.87 min. TC = 11.78 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 2.005(In/Hr) for a 10.0 year storm
Subarea runoff 0.447{CFS) for 0.2BO(Ac.)
Total runoff = 3.129 (CFS) Total area = 1.740 (Ac.)
Street flow at end of street = 3.129(CFS)
Half street flow at end of street = 3.129(CFS)
Depth of flow = 0.326(Ft.), Average velocity = 2.B05(Ft!s)
Flow width (from curb towards crown)= 9.944(Ft.}
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 435.000 to Point/Station 440.000
**** SUBAREA FLOW ADDITION ****
e
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 11.78 min.
Rainfall intensity 2.005(In!Hr) for a 10.0 year storm
Subarea runoff 5.955(CFS) for 3.730(Ac.)
Total runoff = 9.084(CFS} Total area = 5.470(Ac.}
~.",
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 440.000 to Point/Station 450.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 253.600(Ft.)
Downstream point/station elevation 242.00Q(Ft.)
Pipe length 40.0Q(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 9.084{CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 9.084(CFS)
Normal flow depth in pipe = 4.88(In.)
Flow top width inside pipe = 16.0Q(In.)
Critical Depth = 13.99(In.)
Pipe flow velocity = 23.48(Ftfs)
Travel time through pipe = 0.03 min.
Time of concentration (Tel = 11.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 450.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 5.470(Ac.)
Runoff from this stream 9.084(CFS)
Time of concentration = 11.81 min.
Rainfall intensity = 2.002(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
e No. (CFS) (min) (In/Hr)
1 16.249 14.05 1. 816
2 7.307 12.27 1. 959
3 9.084 11.81 2.002
Largest stream flow has longer time of concentration
Qp = 16.249 + sum of
Qb Ia/lb
7.307 * 0.927 6.774
Qb Ia/lb
9.084 * 0.907 8.242
Qp = 31. 265
Total of 3 streams to confluence,
Flow rates before confluence point:
16.249 7.307 9.084
Area of streams before confluence:
9.670 4.510 5.470
Results of confluence:
Total flow rate = 3l.265(CFS)
Time of concentration 14.050 min.
Effective stream area after confluence
19.650 lAc.)
e
A?
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 450.000 to Point/Station 560.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 242.DOO(Ft.)
Downstream point/station elevation 241.20Q(Ft.)
Pipe length 230.0Q(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 31.265{CFS)
Given pipe size = 36.00(10.)
Calculated individual pipe flow 31.265(CFS)
Normal flow depth in pipe = 24.23(10.)
Flow top width inside pipe = 33.77(10.)
Critical Depth = 21.74(10.)
Pipe flow velocity = 6.17(Ft/s)
Travel time through pipe = 0.62 min.
Time of concentration (Tel = 14.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 450.000 to Point/Station 560.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area ~ 19.650(Ac.)
Runoff from this stream 31.265(CFS)
Time of concentration 14.67 min.
Rainfall intensity ~ 1.773(In/Hr)
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 460.000 to Point/Station 470.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 260.000(Ft.)
Top (of initial area) elevation = 260.200(Ft.)
Bottom (of initial area) elevation = 257.600(Ft.)
Difference in elevation = 2.600{Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.390j*[(length^3)/(e1evation change)]^0.2
Initial area time of concentration = 9.058 min.
Rainfall intensity 2.323(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.808
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil{AMC 2)
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.500
A 0.000
B = 0.000
C 1.000
D 0.000
69.00
0.500; Impervious fraction
1.238(CFS)
0.660(Ac.)
0.500
e
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 470.000 to Point/Station 480.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 257.600(Ft.)
End of street segment elevation = 256.S00(Ft.)
Length of street segment 180.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.l
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.OOQ(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
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.538(CFS)
Depth of flow = O.305(Ft.), Average velocity = 1.667(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.92l(Ft.)
Flow velocity = 1.67{Ft/s)
Travel time = 1.80 min. TC = 10.86 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 2.098(In/Hr) for a 10.0 year storm
Subarea runoff O.537{CFS) for 0.320(Ac.)
Total runoff = 1.775(CFS) Total area = O.980(Ac.)
Street flow at end of street = 1.775(CFS)
Half street flow at end of street = 1.775(CFS}
Depth of flow = 0.317(Ft.), Average velocity = 1.722(Ft/s)
Flow width (from curb towards crown)= 9.510(Ft.)
e
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 480.000 to Point/Station 490.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
TOp of street segment elevation = 256.S00(Ft.)
End of street segment elevation = 253.800(Ft.)
Length of street segment 330.DOO{Ft.)
Height of curb above gutter flowline 6.0(ln.)
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 [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
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 = 2.862{CFS)
Depth of flow = 0.346{Ft.), Average velocity = 2.l50(Ft!sl
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.976(Ft.)
Flow velocity = 2.15(Ft!s)
Travel time = 2.56 min. TC = 13.42 min.
Adding area flow to street
SINGLE FAMILY (1(4 Acre Lot)
Runoff Coefficient = 0.791
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1.864(In!Hr) for a 10.0 year storm
Subarea runoff 1.768(CFS) for 1.200(Ac.)
Total runoff = 3.544(CFS) Total area = 2.l80(Ac.)
Street flow at end of street = 3.544(CFS)
Half street flow at end of street = 3.544(CFS)
Depth of flow = 0.367(Ft.l, Average velocity = 2.260(Ft!s)
Flow width (from curb towards crown)= 12.006{Ft.)
e
~
/'
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 490.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
500.000
e
TOp of street segment elevation = 253.800(Ft.)
End of street segment elevation = 251.300(Ft.)
Length of street segment 330.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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.1
Gutter hike from flowline = 2.000{In.)
Manningrs 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 = 4.470{CFS)
Depth of flow = 0.395(Ft.), Average velocity = 2.319(Ft/sl
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.421(Ft.)
Flow velocity = 2.32(Ft/s)
Travel time = 2.37 min. TC = 15.79 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.783
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1.702(In/Hr) for a 10.0 year storm
Subarea runoff 1.518(CFS) for 1.140(Ac.)
Total runoff = 5.062(CFS) Total area = 3.320{Ac.)
Street flow at end of street = 5.062(CFS)
Half street flow at end of street = 5.062{CFS)
Depth of flow = 0.409(Ft.), Average velocity = 2.389(Ft/s)
Flow width (from curb towards crown)= 14.116(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 495.000 to Point/Station 500.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.783
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 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
15.79 min.
1.702(In/Hr)
0.972(CFS) for
6.035(CFS) Total
fraction
0.500
e
for a 10.0 year storm
0.730(Ac.)
area = 4.050(Ac.)
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 500.000 to Point/Station 560.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 244.000(Ft.)
Downstream point/station elevation 241.20Q(Ft.)
Pipe length SO.OQ(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 6.035(CFS)
Given pipe size = 18.00(ln.)
Calculated individual pipe flow 6.035(CFS)
Normal flow depth in pipe = 6.04(ln.)
Flow top width inside pipe = 17.00{In.)
Critical Depth = 11.38(In.)
Pipe flow velocity = lI.60(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (Tel = 15.86 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 460.000 to Point/Station 560.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.050(Ac.)
Runoff from this stream 6.035(CFS)
Time of concentration 15.86 min.
Rainfall intensity = 1.697(In/Hr)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 520.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 270.000(Ft.)
Top (of initial area) elevation = 260.200(Ft.)
Bottom (of initial area) elevation = 257.400(Ft.)
Difference in elevation = 2.800(Ft.)
Slope = 0.01037 s (percent) = 1.04
TC = k(0.390)*[(length^3)/(e1evation changel]^0.2
Initial area time of concentration = 9.130 min.
Rainfall intensity 2.312(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 = 1.120(CFS)
Total initial stream area 0.600{Ac.)
Pervious area fraction = 0.500
e
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 520.000 to Point/Station 530.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 257.40Q(Ft.)
End of street segment elevation = 256.500(Ft.)
Length of street segment 200.000(Ft.)
Height of curb above gutter flowline 6.a(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 [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
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.904(CFS)
Depth of flow = 0.336(Ft.), Average velocity = 1.555(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.480(Ft.)
Flow velocity = 1.55(Ft/s)
Travel time = 2.14 min. TC = 11.27 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.79B
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 2.055{In/Hr) for a 10.0 year storm
Subarea runoff 1.378(CFS) for 0.840(Ac.)
Total runoff = 2.498(CFS) Total area = 1.440{Ac.)
Street flow at end of street = 2.498(CFSl
Half street flow at end of street = 2.49B(CFS)
Depth of flow = 0.362{Ft.), Average velocity = 1.656(Ft/s)
Flow width (from curb towards crown)= 11.755(Ft.)
e
1\1.
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 530.000 to Point/Station 540.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
TOp of street segment elevation = 256.50Q(Ft.)
End of street segment elevation = 253.700(Ft.)
Length of street segment 390.00Q{Ft.)
Height of curb above gutter flowline 6.a(In.)
Width of half street (curb to crown) 20.00Q(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.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
Manning1s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.687(CFS)
Depth of flow = 0.377(Ft.), Average velocity = 2.170(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.539(Ft.)
Flow velocity = 2.17(Ft/s)
Travel time = 3.00 min. TC = 14.27 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.788
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 1.801(In/Hr) for a 10.0 year storm
Subarea runoff 1.943(CFS) for 1.370(Ac.)
Total runoff = 4.441(CFS) Total area = 2.810(Ac.)
Street flow at end of street = 4.441(CFS)
Half street flow at end of street = 4.441(CFS)
Depth of flow = 0.397(Ft.), Average velocity = 2.268(Ft/s)
Flow width (from curb towards crown)= 13.533(Ft.)
.
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 540.000 to Point/Station 550.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 253.700(Ft.l
End of street segment elevation = 251.30Q(Ft.)
Length of street segment 340.00Q(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/hzl 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
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 = 5.240(CFS)
Depth of flow = 0.417(Ft.), Average velocity = 2.345(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.519(Ft.)
Flow velocity = 2.34(Ft/s)
Travel time = 2.42 min. TC = 16.69 min.
Adding area flow to street
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
Rainfall intensity 1.650(In/Hr) for a 10.0 year storm
Subarea runoff 1.300(CFS) for 1.010(Ac.)
Total runoff = 5.741(CFS) Total area = 3.820(Ac.)
Street flow at end of street = 5.741(CFS)
Half street flow "at end of street = S.741{CFS)
Depth of flow = 0.428{Ft.) I Average velocity = 2.397{Ft/s)
Flow width (from curb towards crown)= lS.062(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 545.000 to Point/Station 550.000
**** SUBAREA FLOW ADDITION ****
-
COMMERCIAL subarea type
Runoff Coefficient = 0.876
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 0.000
B 0.000
C 1. 000
D 0.000
69.00
0.100i Impervious
16.69 min.
1. 650 (In/Hr)
0.289(CFSI for
6.030(CFS) Total
fraction
0.900
for a 10.0 year storm
0.200 (Ac. )
area = 4.020(Ac.)
Ah>
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 550.000 to Point/Station 560.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 244.00Q(Ft.)
Downstream point/station elevation 241.20Q(Ft.l
Pipe length lO.OQ(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 6.030{CFSl
Given pipe size = IB.OQ(In.)
Calculated individual pipe flow 6.030(CFS)
Normal flow depth in pipe = 4.0Q(In.)
Flow top width inside pipe = 14.97(In.)
Critical Depth = 11.38(In.)
Pipe flow velocity = 20.59(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 16.69 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 560.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 4.020(Ac.)
Runoff from this stream 6.030(CFS)
Time of concentration = 16.69 min.
Rainfall intensity = 1.649(In/Hr)
Summary of stream data:
.
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
3
Largest
Qp =
31. 265 14.67
6.035 15.86
6.030 16.69
stream flow has longer
31.265 + sum of
Qa Tb/Ta
6.035 * 0.925
Qa Tb/Ta
6.030 * 0.879
42.146
1.773
1. 697
1. 649
or shorter time
of concentration
5.582
5.300
Qp =
Total of 3 streams to confluence:
Flow rates before confluence point:
31.265 6.035 6.030
Area of streams before confluence:
19.650 4.050 4.020
Results of confluence:
Total flow rate = 42.146(CFS)
Time of concentration = 14.671 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
27.720(Ac.)
27.72 (Ac.)
same area.
Area averaged pervious area fraction (Ap)
Area averaged RI index number = 69.0
0.494
.
M.
e
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 02/13/02 File:pauba.out
IN 31614.01.000 - NEWLAND ASSOCIATES - TRACT NO. 24188
(N,\31614.01\Hyd\Tr24188-3-F\Rat\PAUBA.OUT)
FLOWS TRIBUTARY TO EXIST. SD @ PAUBA ROAD
MODELED 02/12/02 BY NJA - REVISED 02/13/02 BY NJA
*********
Hydrology Study Control Information
**********
English (in-Ib) Units used in input data file
The Keith Companies, 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.)
e
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 110.000 to Point/Station 120.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 300.000(Ft.)
Top (of initial area) elevation = 304.700(Ft.}
Bottom (of initial area) elevation = 298.700(Ft.)
Difference in elevation = 6.000(Ft.)
Slope = 0.02000 s (percent) = 2.00
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.350 min.
Rainfall intensity 2.43l(In/Hr) for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.811
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500i Impervious fraction 0.500
Initial subarea runoff = 2.661(CFS)
Total initial stream area 1.350(Ac.)
Pervious area fraction = 0.500
.
~o
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 120.000 to Point/Station 130.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 298.7QQ(Ft.)
End of street segment elevation = 288.100(Ft.)
Length of street segment 270.00Q(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.00Q(Ft.)
Distance from crown to crossfall grade break IB.OOQ(Ft.l
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 = 2.000IFt.)
Gutter hike from flowline = 2.000(1n.)
Manning1s 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 = 4.436(CFS)
Depth of flow = 0.263(Ft.), Average velocity = 3.748IFt/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.819(Ft.)
Flow velocity = 3.75(Ft/s)
Travel time = 1.20 min. TC = 9.55 min.
Adding area flow to street
SINGLE FAMILY 11/4 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 2.255(In/Hr} for a 10.0 year storm
Subarea runoff 3.269{CFS) for 1.800(Ac.)
Total runoff = 5.931ICFS) Total area = 3.150(Ac.)
Street flow at end of street = 5.931(CFS)
Half street flow at end of street = 2.965(CFS)
Depth of flow = O.284(Ft.), Average velocity = 3.981{Ft/s)
Flow width (from curb towards crown)= 7.862(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 125.000 to Point/Station 130.000
**** SUBAREA FLOW ADDITION ****
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 =
Time of concentration
Rainfall intensity
Subarea runoff
Total runoff =
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
9.55 min.
2.255(In/Hr)
1.181(CFS) for
7.111(CFS) Total
fraction
0.500
e
for a 10.0 year storm
0.650(Ac.)
area = 3.800{Ac.)
~\
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 140.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 28B.IOQ{Ft.)
End of street segment elevation = 258.50Q(Ft.)
Length of street segment 910.00a(Ft.)
Height of curb above gutter flowline 6.0(ln.)
Width of half street (curb to crown) 20.DOQ(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 (vfhz) 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line lO.DOQ(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 = 9.918(CFS)
Depth of flow = 0.403(Ft.), Average velocity = 4.884{Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.799(Ft.)
Flow velocity = 4.88{Ft/s)
Travel time = 3.11 min. TC = 12.66 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 = 0.500i Impervious fraction 0.500
Rainfall intensity 1.926(In/Hr) for a 10.0 year storm
Subarea runoff 4.583{CFS) for 3.000(Ac.)
Total runoff = 11.694 (CFS) Total area = 6.800 (Ac. )
Street flow at end of street = 11.694{CFS)
Half street flow at end of street = 11.694(CFSl
Depth of flow = O.422(Ft.), Average velocity = 5.081(Ft/s)
Flow width (from curb towards crown)= 14.748(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 140.000 to Point/Station 250.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
e
Upstream point/station elevation = 250.300(Ft.)
Downstream point/station elevation 250.000(Ft.)
Pipe length 20.00{Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 11.694(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 11.694(CFS)
Normal flow depth in pipe = 13.45(In.)
Flow top width inside pipe = 15.64(In.)
Critical Depth = 15.62{In.l
Pipe flow velocity = 8.25(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 12.70 min.
~l--
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 250.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 6.80a(Ac.)
Runoff from this stream 11.694(CFS)
Time of concentration = 12.70 min.
Rainfall intensity = 1.922(InfHr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 220.000
**** INITIAL AREA EVALUATION ****
.
Initial area flow distance = 300.00Q(Ft.)
Top (of initial area) elevation = 294.30Q(Ft.)
Bottom (of initial area) elevation = 288.100(Ft.)
Difference in elevation = 6.200(Ft.)
Slope = 0.02067 s (percent) = 2.07
TC = k(0.390)*[(length^3)/(elevation changel]^0.2
Initial area time of concentration = 8_296 min.
Rainfall intensity 2.440(In/Hr) for a 10.0 year storm
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
Initial subarea runoff = 1.089(CFS)
Total initial stream area 0.550(Ac.)
Pervious area fraction = 0.500
e
~?
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 222.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
TOp of street segment elevation = 288.100{Ft.)
End of street segment elevation = 277.000(Ft.)
Length of street segment 235.00Q(Ft.)
Height of curb above gutter flowline 6.a(In.)
Width of half street (curb to crown) 20.00Q(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/hzl 0.020
Gutter width = 2.000{Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.732(CFS)
Depth of flow = 0.240(Ft.), Average velocity = 3.856(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 5.679{Ft.)
Flow velocity = 3.86(Ft/s)
Travel time = 1.02 min. TC = 9.31 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 2.287(In/Hr) for a 10.0 year storm
Subarea runoff 1.199(CFS) for 0.650(Ac.)
Total runoff = 2.288(CFS) Total area = 1.200(Ac.)
Street flow at end of street = 2.288(CFS)
Half street flow at end of street = 2.28B{CFS)
Depth of flow = O.259(Ft.), Average velocity = 4.062(Ft/s)
Flow width (from curb towards crown)= 6.607{Ft.)
.
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 230.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
TOp of street segment elevation = 277.000(Ft.)
End of street segment elevation = 260.900(Ft.)
Length of street segment 375.00Q(Ft.l
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.00Q(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 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 = 3.355(CFS)
Depth of flow = 0.290(Ft.), Average velocity = 4.234(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.159(Ft.)
Flow velocity = 4.23(Ft/s)
Travel time = 1.48 min. TC = 10.79 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 2.106(In/Hr) for a 10.0 year storm
Subarea runoff 1.888(CFS) for 1.120(Ac.)
Total runoff = 4.175(CFS) Total area = 2.320(Ac.)
Street flow at end of street = 4.175(CFS)
Half street flow at end of street = 4.175(CFS)
Depth of flow = 0.307(Ft.), Average velocity = 4.443(Ft/s)
Flow width (from curb towards crown)= 9.017(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 225.000 to Point/Station 230.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.800
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 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
10.79 min.
2.106(In/Hr)
6.068{CFS) for
10.244(CFS) Total
fraction
0.500
for a 10.0 year storm
3.600(Ac.)
area = 5.920(Ac.)
.
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 230.000 to Point/Station 240.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
TOp of street segment elevation = 260.90Q(Ft.)
End of street segment elevation = 258.50Q(Ft.)
Length of street segment 275.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.DOQ{Ft.)
Distance from crown to crossfall grade break IB.OOQ(Ft.)
Slope from gutter to grade break (vfhz) = 0.070
Slope from grade break to crown (v/hz) 0.020
Street flow is on [I) side{s) of the street
Distance from curb to property line lO.DOO(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline ~ 2.00Q(In.}
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street
Depth of flow = O.501(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 = IB.704(Ft.)
Flow velocity = 3.04(Ft/s)
Travel time = 1.51 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 1.000
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 1.957(In/Hr} for a 10.0 year storm
Subarea runoff 1.400(CFS) for 0.900{Ac.)
Total runoff = 11.643(CFS) Total area = 6.B20(Ac.)
Street flow at end of street = 11.643(CFS)
Half street flow at end of street = 11.643(CFS)
Depth of flow = O.511(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
Flow width (from curb towards crown)= 19.227(Ft.)
1l.022(CFS)
3.040 (Ft/s)
0.04(Ft.)
TC =
12.30
min.
3.043(Ft/s)
0.56(Ft.)
e
1&
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 240.000 to Point/Station 250.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 250.30Q(Ft.)
Downstream point/station elevation 250.00a(Ft.)
Pipe length 60.0Q{Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 11.643(CFS)
Given pipe size = 18.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
1.448(Ft.) at the headworks or inlet
Pipe friction loss = D.737(Ft.)
Minor friction loss = 1.011(Ft.) K-factor =
Pipe flow velocity = 6.59(Ftjs)
Travel time through pipe 0_15 min.
Time of concentration (TC) = 12.45 min.
selected pipe size.
the pipe invert is
of the pipets)
1.50
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 250.000
**** CONFLUENCE OF MAIN STREAMS ****
.
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 6.820(Ac.)
Runoff from this stream 11.643{CFS)
Time of concentration = 12.45 min.
Rainfall intensity = 1.944{In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp =
11.694 12.70
11.643 12.45
stream flow has longer
11.694 + sum of
Qb Ia/Ib
11_643 * 0.989
23.208
1.922
1.944
time of concentration
11.514
Qp =
Total of 2 main streams to confluence:
Flow rates before confluence point:
11.694 11.643
Area of streams before confluence:
6.800 6.820
Results of confluence:
Total flow rate = 23.208(CFS)
Time of concentration = 12.697 min.
Effective stream area after confluence
End of computationsr total study area =
The following figures may
be used for a unit hydrograph study of the
13.620(Ac.)
13.62 lAc.)
same area.
e
Area averaged pervious area fraction (Ap)
Area averaged RI index number = 69.0
0.500
?,
.
Riverside County Rational Hydrology Program
CIVILCADO/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 02/13/02 File:bs.out
IN 31614.01.000 - NEWLAND ASSOCIATES - TRACT NO. 24188-3
(N,\31614.01\Hyd\Tr24188-3-F\Rat\BS.OUT)
FLOWS TRIBUTARY TO EXIST. CB @ BUTTERFIELD STAGE ROAD
MODELED 02/11/02 BY NJA - REVISED 2/13/02 BY NJA
*********
Hydrology Study Control Information **********
English (in-Ib) Units used in input data file
The Keith Companies, 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 = O.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 = 300.000(Ft.)
Top (of initial area) elevation = 294.400(Ft.)
Bottom (of initial area) elevation = 290.400{Ft.)
Difference in elevation = 4.000(Ft.)
Slope = 0.01333 s (percent) = 1.33
TC = k{0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.056 min.
Rainfall intensity 2.323{In/Hr} for a 10.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.808
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2}
Pervious area fraction =
Initial subarea runoff =
Total initial stream area
Pervious area fraction = 0.500
A 0.000
B 0.000
C 1.000
D 0.000
69.00
O.SOOi Impervious fraction
2.158(CFS)
1.150(Ac.)
0.500
.
?~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 290.40Q(Ft.)
End of street segment elevation = 281.10Q{Ft.)
Length of street segment 223.00Q(Ft.)
Height of curb above gutter flowline 6.0(In.}
Width of half street (curb to crown) 20.DOQ(Ft.l
Distance from crown to crossfall grade break IB.OOQ(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 = 2.00Q(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 = 3.546(CFSl
Depth of flow = O.246(Ft.), Average velocity = 3.679(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 5.960{Ft.l
Flow velocity = 3.68(Ft/s)
Travel time = 1.01 min. TC = 10.07 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 2.189(In/Hr) for a 10.0 year storm
Subarea runoff 2.603(CFS) for 1.480(Ac.)
Total runoff = 4.761{CFS) Total area = 2.630(Ac.)
Street flow at end of street = 4.761(CFS)
Half street flow at end of street = 2.380(CFS)
Depth of flow = 0.266(Ft.), Average velocity = 3.895(Ft/s)
Flow width (from curb towards crown)= 6.960(Ft.)
e
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to point/Station 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
TOp of street segment elevation = 281.100(Ft.)
End of street segment elevation = 265.00Q(Ft.)
Length of street segment 390.00Q(Ft.)
Height of curb above gutter flowline 6.0{In.)
Width of half street (curb to crown) 20.00Q(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 {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(1n.)
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 = 6.B42(CFS)
Depth of flow = O.293(Ft.), Average velocity = 4.18B(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.309(Ft.)
Flow velocity = 4.19(Ft/s)
Travel time = 1.55 min. TC = 11.62 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.797
Decimal fraction soil group A O.QOO
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 2.020{In/Hr) for a 10.0 year storm
Subarea runoff 3.704(CFS) for 2.300(Ac.)
Total runoff = 8.465(CFS) Total area = 4.930(Ac.)
Street flow at end of street ~ 8.465(CFS)
Half street flow at end of street = 4.232(CFS)
Depth of flow = O.310(Ft.), Average velocity ~ 4.389(Ft!s)
Flow width (from curb towards crown)~ 9.152(Ft.)
.
~
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 265.00Q(Ft.)
End of street segment elevation = 259.900(Ft.)
Length of street segment 180.000(Ft.)
Height of curb above gutter flowline 6.a(In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break IB.OOa(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 = 2.00Q(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 = 9.666(CFS)
Depth of flow = O.337(Ft.), Average velocity = 3.911(Ft!s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = lO.531(Ft.)
Flow velocity = 3.91(Ft/s)
Travel time = 0.77 min. TC = 12.39 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.794
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil{AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 1.949(In/Hr) for a 10.0 year storm
Subarea runoff 2.167(CFS) for 1.400(Ac.)
Total runoff = 10.632(CFS) Total area = 6.330(Ac.)
Street flow at end of street = 10.632{CFS)
Half street flow at end of street = 5.316{CFS)
Depth of flow = O.346(Ft.), Average velocity = 3.999(Ft/s)
Flow width (from curb towards crown)= 10.967{Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 45.000 to Point/Station 50.000
**** SUBAREA FLOW ADDITION ****
e
COMMERCIAL subarea type
Runoff Coefficient = 0.879
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 12.39 min.
Rainfall intensity 1.949(In/Hr) for a 10.0 year storm
Subarea runoff 3.255(CFS) for 1.900(Ac.)
Total runoff = 13.887(CFS) Total area = 8.230(Ac.)
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 259.900(Ft.)
End of street segment elevation = 253.000(Ft.)
Length of street segment 370.00Q(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 43.00Q{Ft.)
Distance from crown to crossfall grade break 41.000(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 12.00a(Ft.)
Slope from curb to property line (v/hzl 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 = 14.351(CFS)
Depth of flow = 0.484(Ft.), Average velocity = 4.325(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.865(Ft.)
Flow velocity = 4.32(Ft/s}
Travel time = 1.43 min. TC = 13.81 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 1.834{In/Hr) for a 10.0 year storm
Subarea runoff 0.885(CFS) for 0.550{Ac.)
Total runoff = 14.772(CFS) Total area = 8.780{Ac.)
Street flow at end of street = 14.772(CFS}
Half street flow at end of street = 14.772{CFS)
Depth of flow = 0.488(Ft.), Average velocity = 4.355(Ft/s)
Flow width (from curb towards crown)= 18.070(Ft.)
.
.
Co~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to Point/Station 60.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient = 0.878
Decimal fraction soil group A 0.000
Decimal fraction soil group B O.QOO
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 13.81 min.
Rainfall intensity 1.834(In/Hr) for a 10.0
Subarea runoff = 1.851(CFS) for 1.150(Ac.)
Total runoff = 16.624(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 stonn
9.930(AC.)
9.93 (Ac.)
Area averaged pervious area fraction (Ap)
Area averaged RI index number = 69.0
0.355
e
e
<t;?
,
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=:8
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.-...
"ON
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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: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.)
e
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 = 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 3.368(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.832
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction
Initial subarea runoff =
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
3.616(CFS)
fraction
0.500
~
e
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 ****
e
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.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade brea~ 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)
Street flow 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 Point/Station 30.000 to Point/Station 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.)
2G$
.
e
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.)
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 CJ.o
.
.
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 ~ 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 = 0.100; 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 Point/Station 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 244.80Q(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 11.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
4 ~
.
e
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.)
17.137 (CFS)
3.475(Ft/s)
3.04 (Ft.)
TC =
18.91
min.
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.
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 ~t
e
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.)
e
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 ****
e
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
DO.OOO
69.00
O.500i Impervious
1. 534 (CFS)
fraction
0.500
1 VA
.
Total initial stream area =
Pervious area fraction = 0.500
0.5l0(AC.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
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 [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 = 2.677(CFS)
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 = 2.4l(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 soil(AMC 2) = 69.00
Pervious area fraction = 0.500; 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 = 3.677(CFS) 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 (from curb towards crown)= 11.369(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
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 ,0
e
e
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: 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 Point/Station 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 = 0.500; 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.)
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50.000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ....
3 ~
e
e
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
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street: 15.414(CFS)
Depth of flow: 0.445(Ft.), 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.l30(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 15.597 (CFS)
Depth of flow = 0.447(Ft.), Average velocity = 5.800(Ft/s)
Flow width (from curb towards crown): 16.007(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 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] 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 ,,\1-
e
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street
Depth of flow = 0.525(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
Street flow 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 = 0.100i 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 ****
e
Top of street segment elevation = 228.200(Ft.)
End of street segment elevation = lBB.OOO(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] 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.J
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 = O.lOOi 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(CFS) 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) = 0.376
Area averaged RI index number = 69.0
e
6 1Dl.
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN 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-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 Point/Station 10.000 to Point/Station 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)*[(lengthA3)/(elevation change)]AO.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
DO.OOO
69.00
0.500; Impervious
3.,-113 (CFS)
fraction
0.500
"\->
e
Total initial stream area =
Pervious area fraction = 0.500
1.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 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 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.)
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 = 3.953(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 = O.322(Ft.), Average velocity = 2.157(Ft/s)
Flow width (from curb towards crown)= 9.763(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 40.000
.... STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ..*.
e
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 ",\CO
e
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 = 5.65~(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.-J:3-(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 Point/Station 35.000 to Point/Station 40.000
**** SUBAREA FLOW ADDITION ****
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
Time of concentration 10.97 min.
Rainfall intensity 3.107(In/Hr) for a 100.0 year storm
Subarea runoff 3.547(CFS) for 1.380(Ac.)
Total runoff = -9-~903.(CFS) Total area = 3.580(Ac.)
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
3
"'\'\
e
Top of street segment elevation = 258.000(Ft.)
End of street segment elevation = 256.000(Ft.)
Length of street segment ~T5~eO~(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. 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 [lJ side(s) of the street
Distance from curb to property line 10.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 10.885(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...9.3.8.(.In/Hr).. for a 10.0.0 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 = ~1.621(CFS)
Half street flow at end of street 11.621(CFS)
Depth of flow = 0.505(Ft.), Average velocity = 3;1~9(Ft/s)
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property O.24(Ft.)
Flow width (from curb towards crown)= ~8.907(Ft.)
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5'~-o{)O-~~!lfit!/.9~t:~uu 66.556
***. STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ..**
e
Top of street segment elevation = 256-.001}.(-F't-,>)
End of street segment elevation = 21S.J88(Ft.)
Length of street segment 2-i-T.-OOO-(.F-t.)
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 10.00Q(Ft.)
Slope from curb to property line (v/hz) = 0.020
4
'\~
e
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 ~ 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 = 5c99(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 = 0.100i Impervious fraction 0.900
Rainfall intensity .2~ ~_60 (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 2.860(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 S.7~40<l-ro-Poi-nt-fS1:a.t~i..,~
**** SUBAREA FLOW ADDITION ****
e
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
'\\
e
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction
Time of concentration 1.2..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 =
~nd 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
~
.
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 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-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 Point/Station 10.000 to Point/Station 20.000
**** INITIAL AREA EVALUATION ****
e
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
~
e
Total initial stream area =
Pervious area fraction = 0.500
0.650(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 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 = 0.500; 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 Point/Station 30.000 to Point/Station 40.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
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~
.
e
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) 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 = 7.107(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 = 0.826
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
~ecimal 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 3.026(In/Hr) for a 100.0 year storm
Subarea runoff 3.972(CFS) for 1.590(Ac.)
Total runoff = B.B41(CFS) Total area = 3.320(Ac.)
Street flow at end of street = 8.841(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) = 0.500
Area averaged RI index number = 69.0
e
3
19?J
-"-
-..
-(')
.~:il
'tI:t
c:,..
!~
~~
e
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 02/13/02 File:meadows.out
IN 31614.01.000 - NEWLAND ASSOCIATES - TRACT NO. 24188
(N,\31614.01\Hyd\Tr24188-3-F\Rat\MEADOWS.TTL)
FLOWS TRIBUTARY TO EXIST. SD LINE HAil @ MEADOWS PARKWAY
MODELED 02/13/02 BY NJA
*********
Hydrology Study Control Information
**********
English (in-lb) Units used in input data file
The Keith Companies, 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 300.000 to Point/Station ~~
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 240.000(Ft.)
Top (of initial area) elevation = 283.200(Ft.)
Bottom (of initial area) elevation = 278.900{Ft.}
Difference in elevation = 4.300{Ft.)
Slope = 0.01792 s (percent) = 1.79
TC = k(0.390)*[(length^3)/(e1evation change)}^0.2
Initial area time of concentration = 7.807 min.
Rainfall intensity 3.760(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.838
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 = 2.363(CFS)
Total initial stream area O.750(Ac.)
Pervious area fraction = 0.500
--
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station .3..l.O-O.o-0. to Point/Station 320...000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
TOp of street segment elevation = 278.90Q(Ft.)
End of street segment elevation = 266.600{Ft.l
Length of street segment SOD.OOQ(Ft.)
Height of curb above gutter flowline 6.0(ln.)
Width of half street (curb to crown) 20.00Q(Ft.l
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 (vfhz) 0.020
Street flow is on {I] side{s) of the street
Distance from curb to property line IO.OOQ(Ft.)
Slope from curb to property line (vfhz) 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 = 5.152(CFS)
Depth of flow = 0.350(Ft.), Average velocity = 3.760IFt/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.151(Ft.)
Flow velocity = 3.76(Ft/s)
Travel time = 2.22 min. TC = 10.02 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 3.269(In/Hr) for a 100.0 year storm
Subarea runoff 4.804(CFS) for 1.770(Ac.)
Total runoff = 7.167 (CFS) Total area = 2.520 (Ac.)
Street flow at end of street = 7.167(CFS)
Half street flow at end of street = 7.167(CFS)
Depth of flow = 0.383(Ft.), Average velocity = 4.064(Ft/s)
Flow width (from curb towards crown)= 12.795(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 315.000 to Point/Station 320.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY 11/4 Acre Lot)
Runoff Coefficient = 0.830
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 0.000
B 0.000
C 1. 000
D 0.000
69.00
0.500; Impervious fraction
10.02 min.
3.269(In/Hr) for a 100.0 year storm
7.762ICFS) for 2.860IAc.1
14.929(CFS) Total area =
0.500
5.380(Ac.)
.
~.s
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 320.000 to Point/Station 330.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 266.600(Ft.)
End of street segment elevation = 265.50Q{Ft.)
Length of street segment 250.00Q(Ft.)
Height of curb above gutter flowline 6.0(ln.)
Width of half street {curb to crown} 20.00Q(Ft.)
Distance from crown to crossfall grade break IB.OOO(Ft.)
Slope from gutter to grade break (vfhz) = 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 0 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
Depth of flow = 0.519(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 = 19.640(Ft.)
Flow velocity = 2.16(Ft/s)
Travel time = 1.92 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 = 0.500i Impervious fraction
Rainfall intensity 2. 962 (In/Hr) for a 100.0 year storm
Subarea runoff 4.151(CFS) for 1.700(Ac.)
Total runoff = 19.081(CFS) Total area = 7.080(Ac.)
Street flow at end of street = 19.081(CFS)
Half street flow at end of street = 9.540(CFS)
Depth of flow = O.535(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.)
17.2B8ICFS)
2.165(Ft/s)
0.97(Ft.)
TC 0
11.95
min.
0.500
2.205(Ft/s)
1.76(Ft.)
e
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 330.000 to Point/Station 370.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 248.800(Ft.)
Downstream point/station elevation 247.000(Ft.)
Pipe length 350.0Q(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 19.081(CFS)
Given pipe size = 24.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
1.548(Ft.) at the headworks or inlet
Pipe friction loss = 2.489(Ft.)
Minor friction loss = 0.859(Ft.) K-factor =
Pipe flow velocity = 6.07(Ft/s)
Travel time through pipe 0.96 min.
Time of concentration (Te) = 12.91 min.
selected pipe size.
the pipe invert is
of the pipe(s)
1.50
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 370.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 7.080(Ac.)
Runoff from this stream 19.081(CFS)
Time of concentration 12.91 min.
Rainfall intensity = 2.837(In/Hr)
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 340.000 to Point/Station 350.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 280.000(Ft.)
Top (of initial area) elevation = 271.400(Ft.)
Bottom (of initial area) elevation = 263.800(Ft.)
Difference in elevation = 7.600{Ft.)
Slope = 0.02714 s (percent) = 2.71
TC = k(0.390)*[(length^3)/{elevation change)]^0.2
Initial area time of concentration = 7.642 min.
Rainfall intensity 3.805{In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.839
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 = 2.298(CFS)
Total initial stream area 0.720{Ac.)
Pervious area fraction = 0.500
.
\
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 350.000 to Point/Station 360.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 263.80Q(Ft.)
End of street segment elevation = 258.200(Ft.)
Length of street segment 21S.000(Ft.)
Height of curb above gutter flowline 6.0{In.)
Width of half street (curb to crown) 20.00Q(Ft.)
Distance from crown to crossfall grade break IB.OOQ(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
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 = 3.527(CFS)
Depth of flow = 0.3l4IFt.), Average velocity = 3.524(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.349(Ft.)
Flow velocity = 3.52{Ft/s)
Travel time = 1.02 min. TC = 8.66 min.
Adding area flow to street
SINGLE FAMILY 11/4 Acre Lot)
Runoff Coefficient = 0.835
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 3.548(In/Hr) for a 100.0 year storm
Subarea runoff 2.281(CFS) for 0.770(Ac.)
Total runoff = 4.579{CFS) Total area = 1.490{Ac.)
Street flow at end of street = 4.579(CFS)
Half street flow at end of street = 4.579(CFS)
Depth of flow = 0.336(Ft.), Average velocity = 3.740(Ft/s)
Flow width (from curb towards crown)= 10.477(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 355.000 to Point/Station 360.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY 11/4 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 =
Time of concentration
Rainfall intensity
Subarea runoff
Total runoff =
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
8.66 min.
3.548IIn/Hr)
3.259ICFS) for
7.838ICFS) Total
fraction
0.500
for a 100.0 year storm
1.100(Ac.)
area = 2.590(Ac.)
.
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 360.000 to Point/Station 370.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 251.000{Ft.)
Downstream point/station elevation 247.000(Ft.)
Pipe length 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 7.838(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 7.838(CFS)
Normal flow depth in pipe = 5.95(In.)
Flow top width inside pipe = 16.94(In.)
Critical Depth = 13.01(In.)
Pipe flow velocity = 15.38(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 8.70 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 340.000 to Point/Station 370.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.590{Ac.)
Runoff from this stream 7.838(CFS)
Time of concentration = 8.70 min.
Rainfall intensity = 3.538(In/Hr)
Summary of stream data:
e
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp =
19.081 12.91
7.838 8.70
stream flow has longer
19.081 + sum of
Qb Ia/lb
7.838 * 0.802
25.365
2.837
3.538
time of concentration
6.285
Qp =
Total of 2 streams to confluence:
Flow rates before confluence point:
19.081 7.838
Area of streams before confluence:
7.080 2.590
Results of confluence:
Total flow rate = 25.365(CFS)
Time of concentration 12.909 min.
Effective stream area after confluence
9.670(Ac.)
e
<tJ\
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 370.000 to Point/Station 450.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 247.000(Ft.)
Downstream point/station elevation 242.000(Ft.)
Pipe length 360.0Q(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 25.365(CFS)
Given pipe size = 24.00(ln.)
Calculated individual pipe flow 25.365{CFS)
Normal flow depth in pipe = 18.70{In.)
Flow top width inside pipe = 19.91(ln.)
Critical Depth = 21.24(In.)
Pipe flow velocity = 9.66(Ft/s)
Travel time through pipe = 0.62 min.
Time of concentration (Te) = 13.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 370.000 to Point/Station 450.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 9.670(Ac.}
Runoff from this stream 25.365{CFS)
Time of concentration 13.53 min.
Rainfall intensity = 2.763{In/Hr)
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 380.000 to Point/Station 390.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 330.000(Ft.l
Top (of initial area) elevation = 261.200(Ft.)
Bottom (of initial area) elevation = 258.100(Ft.)
Difference in elevation = 3.100(Ft.)
Slope = 0.00939 s(percent) = 0.94
TC = k(0.390)*[(length^3)/(e1evation change)]^O.2
Initial area time of concentration = 10.090 min.
Rainfall intensity 3.257(In/Hr) for a 100.0 year storm
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
Initial subarea runoff = 3.217(CFS)
Total initial stream area 1.190(Ac.)
Pervious area fraction = 0.500
e
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 390.000 to Point/Station 400.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 258.100(Ft.)
End of street segment elevation = 253.700(Ft.)
Length of street segment 320.000(Ft.)
Height of curb above gutter flowline 6.0{In.)
Width of half street (curb to crown) 20.000(Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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 = 2.000IFt.)
Gutter hike from flowline = 2.000(ln.)
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 = 3.514(CFS)
Depth of flow = 0.341(Ft.), Average velocity = 2.752(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.725(Ft.)
Flow velocity = 2.75(Ft/s)
Travel time = 1.94 min. TC = 12.03 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 O.QOO
R1 index for soil(AMC 2) 69.00
Pervious area fraction = 0.100; Impervious fraction 0.900
Rainfall intensity 2.951(In/Hr) for a 100.0 year storm
Subarea runoff 0.575(CFS) for 0.220(Ac.)
Total runoff = 3.791{CFS) Total area = 1.410(Ac.)
Street flow at end of street = 3.791(CFS)
Half street flow at end of street = 3.791(CFS)
Depth of flow = 0.348(Ft.), Average velocity = 2.80l(Ft/s)
Flow width {from curb towards crown}= 11.077{Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 395.000 to Point/Station 400.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.824
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 0.000
B 0.000
C 1. 000
D 0.000
69.00
0.500; Impervious
12.03 min.
2.951 (In/Hr)
7.540ICFS) for
11.331(CFS) Total
fraction
0.500
for a 100.0 year storm
3.100(Ac.)
area = 4.510(Ac.)
e
~\
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 450.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 246.000(Ft.)
Downstream point/station elevation 242.00a(Ft.)
Pipe length 40.0Q(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 11.331(CFS)
Given pipe size = 18.0Q{In.)
Calculated individual pipe flow 11.331{CFS)
Normal flow depth in pipe = 7.25(In.)
Flow top width inside pipe = 17.66(In.)
Critical Depth = 15.43(In.)
Pipe flow velocity = 17.01(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (Te) = 12.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 380.000 to Point/Station 450.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 4.510{Ac.)
Runoff from this stream 11.331(CFS)
Time of concentration 12.07 min.
Rainfall intensity = 2.946(In/Hr)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 420.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 250.000(Ft.)
Top (of initial area) elevation = 271.800(Ft.)
Bottom (of initial area) elevation = 268.200(Ft.)
Difference in elevation = 3.600(Ft.)
Slope = 0.01440 s(percent)= 1.44
TC = k(0.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.290 min.
Rainfall intensity 3.635(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 =
Total initial stream area
Pervious area fraction = 0.500
A 0.000
B 0.000
C 1. 000
D 0.000
69.00
0.500; Impervious fraction
1.338 (CFS)
0.440 (Ac.)
0.500
.
~1.--
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 420.000 to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
430.000
e
Top of street segment elevation = 268.200{Ft.}
End of street segment elevation = 258.400(Ft.)
Length of street segment 320.000(Ft.)
Height of curb above gutter flowline 6.0{In.)
Width of half street (curb to crown) 20.000{Ft.)
Distance from crown to crossfall grade break 18.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.070
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 = 2.888(CFS)
Depth of flow = 0.291(Ft.), Average velocity = 3.S91(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.232(Ft.)
Flow velocity = 3.s9(Ft/s)
Travel time = 1.49 min. TC = 9.78 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 soi1(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 3.31s(In/Hr) for a 100.0 year storm
Subarea runoff 2.810(CFS) for 1.020(Ac.)
Total runoff = 4.148(CFS) Total area = 1.460{Ac.)
Street flow at end of street = 4.148{CFS)
Half street flow at end of street = 4.14B(CFS)
Depth of flow = O.320(Ft.), Average velocity = 3.892(Ft/s)
Flow width (from curb towards crown)= 9.691{Ft.)
e
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 430.000 to Point/Station 440.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 258.400(Ft.l
End of street segment elevation = 253.600(Ft.l
Length of street segment 310.000(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 = 2.000IFt.)
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 = 4.546(CFS)
Depth of flow = 0.360IFt.l, Average velocity = 3.0sB(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.661(Ft.)
Flow velocity = 3.06(Ft/s)
Travel time = 1.69 min. TC = 11.46 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 3.032(In/Hr) for a 100.0 year storm
Subarea runoff 0.751(CFS) for 0.280{Ac.)
Total runoff = 4.899 (CFS) Total area = 1. 740 (Ac. )
Street flow at end of street = 4.899(CFS)
Half street flow at end of street = 4.899(CFS)
Depth of flow = 0.367(Ft.), Average velocity = 3.112(Ft/s)
Flow width (from curb towards crown)= 12.031{Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 435.000 to Point/Station 440.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.826
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 0.000
B 0.000
C 1. 000
DO.OOO
69.00
0.500; Impervious fraction
11.46 min.
3.032(In/Hr) for a 100.0 year storm
9.33B(CFS) for 3.730IAc.)
14.23BICFS) Total area =
0.500
5.470 lAc.)
e
<\~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 440.000 to Point/Station 450.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 253.600(Ft.)
Downstream point/station elevation 242.00a(Ft.)
Pipe length 40.0Q(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 14.238(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow 14.238(CFSl
Normal flow depth in pipe = 6.16{In.)
Flow top width inside pipe = 17.08(In.)
Critical Depth = 16.65(In.)
Pipe flow velocity = 26.66(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (Te) = 11.49 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 410.000 to Point/Station 450.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 5.470(Ac.)
Runoff from this stream l4.238(CFS)
Time of concentration = 11.49 min.
Rainfall intensity = 3.028(In/Hr)
Summary of stream data:
.
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
3
Largest
Qp =
25.365 13.53
11.331 12.07
14.238 11.49
stream flow has longer
25.365 + sum of
Qb Ia/lb
11.331 * 0.938
Qb Ia/lb
14.238 * 0.913
48.986
2.763
2.946
3.028
time of concentration
10.628
12.992
Qp =
Total of 3 streams to confluence:
Flow rates before confluence point:
25.365 11.331 14.238
Area of streams before confluence:
9.670 4.510 5.470
Results of confluence:
Total flow rate = 48.986(CFS)
Time of concentration 13.530 min.
Effective stream area after confluence
19.650(Ac.)
.
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 450.000 to Point/Station 560.000
**** PIPEFLOW TRAVEL TIME (Vser specified size) ****
Upstream point/station elevation = 242.00Q(Ft.)
Downstream point/station elevation 241.20a(Ft.)
pipe length 230.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 48.986(CFS)
Given pipe size = 36.00(ln.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
1.559(Ft.) at the headworks or inlet
Pipe friction loss = 1.240(Ft.)
Minor friction loss = 1.119{Ft.) K-factor =
Pipe flow velocity = 6.93(Ft/s)
Travel time through pipe 0.55 min.
Time of concentration (Te) = 14.08 min.
selected pipe size.
the pipe invert is
of the pipers)
1.50
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 450.000 to Point/Station 560.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 19.650(Ac.)
Runoff from this stream 48.986(CFS)
Time of concentration 14.08 min.
Rainfall intensity = 2.702(In/Hr)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 460.000 to Point/Station 470.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 260.000(Ft.)
Top (of initial area) elevation = 260.200(Ft.)
Bottom (of initial area) elevation = 257.600(Ft.)
Difference in elevation = 2.600(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(O.390)*[(length^3)/(e1evation change)]^O.2
Initial area time of concentration = 9.058 min.
Rainfall intensity 3.459(In/Hr) for a 100.0 year storm
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
Initial subarea runoff = 1.903(CFS)
Total initial stream area O.660(Ac.)
Pervious area fraction = 0.500
.
%
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 470.000 to Point/Station 480.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 257.600(Ft.)
End of street segment elevation = 256.50Q(Ft.)
Length of street segment 180.00Q(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] 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.DOQ{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 = 2.365(CFS)
Depth of flow = 0.342(Ft.), Average velocity = 1.839(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = lO.768(Ft.)
Flow velocity = 1.84(Ft/s)
Travel time = 1.63 min. TC = 10.69 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 3.153(In/Hr) for a 100.0 year storm
Subarea runoff O.836(CFS} for O.320(Ac.)
Total runoff = 2.739(CFS) Total area = 0.980(Ac.)
Street flow at end of street = 2.739(CFS)
Half street flow at end of street = 2.739(CFS)
Depth of flow = O.356(Ft.) I Average velocity = 1.902(Ft/s)
Flow width (from curb towards crown)= 11.458{Ft.)
.
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 480.000 to Point/Station 490.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
TOp of street segment elevation = 256.500(Ft.)
End of street segment elevation = 253.80a(Ft.)
Length of street segment 330.000(Ft.)
Height of curb above gutter flowline 6.a{In.)
Width of half street (curb to crown) 20.00Q(Ft.)
Distance from crown to crossfall grade break IB.OOQ{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 (vfhz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2.000(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 4.416{CFS)
Depth of flow = 0.390(Ft.), Average velocity = 2.381(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.146(Ft.}
Flow velocity = 2.38(Ft/s)
Travel time = 2.31 min. TC = 13.00 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.821
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.826{In/Hr) for a 100.0 year storm
Subarea runoff 2.785(CFS) for 1.200(Ac.)
Total runoff = 5.524(CFS) Total area = 2.180(Ac.)
Street flow at end of street ~ 5.524(CFS)
Half street flow at end of street = 5.524(CFS)
Depth of flow: O.415{Ft.), Average velocity: 2.512(Ft/s)
Flow width (from curb towards crown): 14.396(Ft.)
,
.
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 490.000 to Point/Station 500.QOO
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 253.800(Ft.)
End of street segment elevation = 251.30a(Ft.)
Length of street segment 330.000(Pt.)
Height of curb above gutter flowline 6.0(ln.)
Width of half street (curb to crown) 20.00a{Ft.)
Distance from crown to crossfall grade break 18.00Q(Pt.)
Slope from gutter to grade break (v/hz) = 0.070
Slope from grade break to crown (vfhz) 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 = 6.968(CFS)
Depth of flow = 0.448(Ft.), Average velocity = 2.580(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.044(Ft.)
Flow velocity = 2.58(Ft/s)
Travel time = 2.13 min. TC = 15.13 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.816
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500i Impervious fraction 0.500
Rainfall intensity 2.595(In/Hr) for a 100.0 year storm
Subarea runoff 2.413(CFS) for 1.140(Ac.)
Total runoff = 7.937(CFS) Total area = 3.320(Ac.)
Street flow at end of street = 7.937(CFS)
Half street flow at end of street = 7.937{CFS)
Depth of flow = 0.465(Ft.), Average velocity = 2.663(Ft/s)
Flow width (from curb towards crown)= IG.894(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 495.000 to Point/Station 500.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.81G
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 0.000
B 0.000
C 1. 000
DO.OOO
69.00
0.500i Impervious
15.13 min.
2.595(In/Hr)
1.545 (CFS) for
9.482 (CFS) Total
fraction
0.500
for a 100.0 year storm
0.730(Ac.)
area = 4.050{Ac.)
e
~~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 500.000 to Point/Station 560.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 244.00Q(Ft.)
Downstream point/station elevation 241.200(Ft.)
Pipe length 50.0a(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 9.482(CFS)
Given pipe size = IB.OO{In.)
Calculated individual pipe flow 9.482(CFS)
Normal flow depth in pipe = 7.71(In.)
Flow top width inside pipe = 17.81(In.)
Critical Depth = 14.27(In.)
Pipe flow velocity = 13.12(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (Tel = 15.20 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 460.000 to Point/Station 560.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area ~ 4.050(Ac.)
Runoff from this stream 9.482(CFS)
Time of concentration 15.20 min.
Rainfall intensity ~ 2.589(In/Hr)
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 520.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance ~ 270.000(Ft.)
Top (of initial area) elevation ~ 260.200CFt.)
Bottom (of initial area) elevation = 257.400(Ft.)
Difference in elevation = 2.800(Ft.)
Slope = 0.01037 s (percent) = 1.04
TC ~ k(0.390)*[(length^3)/(elevation change)]^O.2
Initial area time of concentration = 9.130 min.
Rainfall intensity 3.444(In/Hr) for a 100.0 year storm
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 0 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Initial subarea runoff = 1.722(CFS)
Total initial stream area 0.600(Ac.)
Pervious area fraction = 0.500
.
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 520.000 to Point/Station 530.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 257.400(Ft.)
End of street segment elevation = 256.S0Q(Ft.)
Length of street segment 200.00Q(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.00Q(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 [I] 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 = 2.92B(CFS)
Depth of flow = 0.37B(Ft.), Average velocity = 1.719(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.555(Ft.)
Flow velocity = 1.72{Ft/s)
Travel time = 1.94 min. TC = 11.07 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.B27
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 3.092(In/Hr) for a 100.0 year storm
Subarea runoff 2.14B(CFS) for 0.B40(Ac.)
Total runoff = 3.870(CFS) Total area = 1.440(Ac.)
Street flow at end of street = 3.B70(CFS)
Half street flow at end of street = 3.870(CFS)
Depth of flow = 0.40B{Ft.), Average velocity = 1.837(Ft/s)
Flow width (from curb towards crown)= 14.070{Ft.)
e
\clJ
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 530.000 to Point/Station 540.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 256.500{Ft.)
End of street segment elevation = 253.700(Ft.)
Length of street segment 390.000(Ft.l
Height of curb above gutter flowline 6.0(In.l
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] 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
Manning1s N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.711(CFS)
Depth of flow = 0.426{Ft.), Average velocity = 2.409(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 14.979(Ft.)
Flow velocity = 2.41(Ft/s)
Travel time = 2.70 min. TC = 13.77 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.819
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.737(In/Hr) for a 100.0 year storm
Subarea runoff 3.071(CFS) for 1.370{Ac.}
Total runoff = 6.941(CFS) Total area = 2.810{Ac.)
Street flow at end of street = 6.941(CFS)
Half street flow at end of street = 6.941(CFS)
Depth of flow = O.4s0(Ft.), Average velocity = 2.s26(Ft/s)
Flow width (from curb towards crown)= 16.191{Ft.)
.
~\
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 540.000 to Point/Station 550.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 253.70Q(Ft.)
End of street segment elevation = 251.30Q(Ft.)
Length of street segment 340.00Q(Ft.)
Height of curb above gutter flowline 6.0(ln.)
Width of half street (curb to crown) 20.00Q{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] 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 = 2.00Q(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 = 8.189(CFS)
Depth of flow = D.474{Ft.), Average velocity = 2.612(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 17.343(Ft.)
Flow velocity = 2.61{Ft/s)
Travel time = 2.17 min. TC = 15.94 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.814
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 2.52l(In/Hr) for a 100.0 year storm
Subarea runoff 2.072{CFS) for 1.010(Ac.)
Total runoff = 9.013 (CFS) Total area = 3.820 (Ac.)
Street flow at end of street = 9.013(CFS)
Half street flow at end of street = 9.013{CFS)
Depth of flow = 0.487(Ft.), Average velocity = 2.674{Ft/s)
Flow width (from curb towards crown)= 18.011{Ft.l
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 545.000 to Point/Station 550.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient = 0.883
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 0.000
B 0.000
C 1. 000
D 0.000
69.00
0.100i Impervious fraction
15.94 min.
2.S21(In/Hr) for a 100.0 year storm
0.445ICFS) for 0.200(Ac.)
9.458 (CFS) Total area = 4.020 (Ac.)
0.900
.
VJ?--
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 550.000 to Point/Station 560.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 244.000 (FL.)
Downstream point/station elevation 241.200(Ft.)
Pipe length lO.OO(Ft.) Manning's N ~ 0.013
No. of pipes = 1 Required pipe flow 9.458(CFS)
Given pipe size = 18.CC(In.)
Calculated individual pipe flow 9.458(CFS)
Normal flow depth in pipe = 5.02(In.)
Flow top width inside pipe = 16.15{In.}
Critical Depth = 14.26(In.)
Pipe flow velocity = 23.4S(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (Te) = 15.94 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 560.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 4.020(Ac.)
Runoff from this stream 9.458(CFS)
Time of concentration = 15.94 min.
Rainfall intensity = 2.521(In/Hr)
Summary of stream data:
.
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
3
Largest
Qp =
48.986 14.08
9.482 15.20
9.458 15.94
stream flow has longer
48.986 + sum of
Qa Tb/Ta
9.482 * 0.927
Qa Tb/Ta
9.458 * 0.883
66.129
2.702
2.589
2.521
or shorter time
of concentration
8.788
8.355
Qp =
Total of 3 streams to confluence:
Flow rates before confluence point:
48.986 9.482 9.458
Area of streams before confluence:
19.650 4.050 4.020
Results of confluence:
Total flow rate = 66.129(CFS)
Time of concentration = 14.083 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
27.720 lAc.)
27.72 (Ac.)
same area.
Area averaged pervious area fraction (Ap)
Area averaged RI index number = 69.0
0.490
.
\r:P
e
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 02/13/02 File:pauba.out
------------------------------------------------------------------------
IN 31614.01.000 - NEWLAND ASSOCIATES - TRACT NO. 24188
(N,\31614.01\Hyd\Tr24188-3-F\Rat\PAUBA.OUT)
FLOWS TRIBUTARY TO EXIST. SD @ PAUBA ROAD
MODELED 02/12/02 BY NJA - REVISED 02/13/02 BY NJA
------------------------------------------------------------------------
*********
Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
The Keith Companies, 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.)
e
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 110.000 to Point/Station 120.000
**** INITIAL AREA EVALUATION ****
Initial area flow distance = 300.000{Ft.)
Top (of initial area) elevation = 304.700{Ft.)
Bottom (of initial area) elevation = 298.700{Ft.)
Difference in elevation = 6.000(Ft.)
Slope = 0.02000 s (percent) = 2.00
TC = k(0.390)*[(lengthA3)/{elevation change)]AO.2
Initial area time of concentration = 8.350 min.
Rainfall intensity 3.621(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.836
Decimal fraction soil group A 0.000
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 = 4.087(CFS)
Total initial stream area 1.350(Ac.)
Pervious area fraction = 0.500
e
\~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from point/Station 120.000 to Point/Station 130.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 298.70Q(Ft.}
End of street segment elevation = 288.100{Ft.)
Length of street segment 270.00Q(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.00Q{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.oOa(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 = 6.811(CFS)
Depth of flow = 0.294(Ft.), Average velocity = 4.102(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 8.388(Ft.)
Flow velocity = 4.10(Ft/s)
Travel time = 1.10 min. TC = 9.45 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 8 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 3.379(In/Hr) for a 100.0 year storm
Subarea runoff 5.062(CFS) for 1.800(Ac.)
Total runoff = 9.148(CFS) Total area = 3.150(Ac.)
Street flow at end of street = 9.148(CFS)
Half street flow at end of street = 4.574(CFS)
Depth of flow = 0.318(Ft.), Average velocity = 4.380(Ft/s)
Flow width (from curb towards crown)= 9.579(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 125.000 to Point/Station 130.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.832
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
RI index for soil(AMC 2)
Pervious area fraction =
Time of concentration
Rainfall intensity
Subarea runoff
Total runoff =
A 0.000
B 0.000
C 1.000
D 0.000
69.00
0.500; Impervious
9.45 min.
3.379(In/Hr)
1.828(CFS) for
10.976(CFS) Total
fraction
0.500
.
for a 100.0 year storm
0.650(Ac.)
area = 3.800(Ac.)
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 130.000 to Point/Station 140.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
TOp of street segment elevation = 288.100{Ft.)
End of street segment elevation: 258.50Q(Ft.)
Length of street segment 910.00Q(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.OOQ(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline = 2,OOO(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 15.309(CFS)
Depth of flow = 0.455(Ft.), Average velocity = 5.422(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 16.421(Ft.)
Flow velocity = 5.42(Ft/s)
Travel time = 2.80 min. TC = 12.24 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 2.922(In/Hr) for a 100.0 year storm
Subarea runoff 7.219(CFS) for 3.000(Ac.)
Total runoff = 18.l95(CFS) Total area = 6.800(Ac.)
Street flow at end of street = 18.19S(CFS)
Half street flow at end of street = l8.195(CFS)
Depth of flow = 0.478(Ft.), Average velocity = 5.655(Ft/s)
Flow width (from curb towards crown)= 17.581(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 140.000 to Point/Station 250.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
e
Upstream point/station elevation = 250.300{Ft.)
Downstream point/station elevation 250.000(Ft.l
Pipe length 20.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 18.195(CFS)
Given pipe size = l8.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
2.769(Ft.) at the headworks or inlet
Pipe friction loss = 0.600(Ft.)
Minor friction loss = 2.469{Ft.) K-factor =
Pipe flow velocity = 10.30(Ft/s)
Travel time through pipe 0.03 min.
Time of concentration (TC) = 12.28 min.
selected pipe size.
the pipe invert is
of the pipe(s)
1.50
I
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 110.000 to Point/Station 250.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 6.80Q(Ac.)
Runoff from this stream 18.195(CFS}
Time of concentration = 12.28 min.
Rainfall intensity = 2.918(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 220.000
**** INITIAL AREA EVALUATION ****
e
Initial area flow distance = 300.000(Ft.)
Top (of initial area) elevation = 294.30Q(Ft.)
Bottom (of initial area) elevation = 288.100(Ft.)
Difference in elevation = 6.200(Ft.)
Slope = 0.02067 s (percent) = 2.07
TC = k(O.390)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.296 min.
Rainfall intensity 3.634(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.836
Decimal fraction soil group A 0.000
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 = 1.672(CFS)
Total initial stream area 0.550(Ac.)
Pervious area fraction = 0.500
e
\0"'\
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 222.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 288.100(Ft.)
End of street segment elevation = 277.000(Ft.}
Length of street segment 235.00a(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.00Q{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 [lJ side(s) of the street
Distance from curb to property line lO.OOQ(Ft.)
Slope from curb to property line (v/hzl 0.020
Gutter width = 2.000(Pt.)
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 = 2.659(CFS)
Depth of flow = 0.269{Ft.), Average velocity = 4.186(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.131(Ft.)
Flow velocity = 4.19(Ft/s)
Travel time = 0.94 min. TC = 9.23 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 3.423(In/Hr) for a 100.0 year storm
Subarea runoff 1.853(CFS) for 0.6S0(Ac.)
Total runoff = 3.525(CFS) Total area = 1.200(Ac.)
Street flow at end of street = 3.S25(CFS)
Half street flow at end of street = 3.525(CFS)
Depth of flow = 0.290(Ft.), Average velocity = 4.443(Ft/s)
Flow width (from curb towards crown)= 8.165(Ft.)
e
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 220.000 to Point/Station 230.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 277.000(Ft.)
End of street segment elevation = 260.90Q(Ft.)
Length of street segment 375.000(Ft.l
Height of curb above gutter flowline 6.0(ln.)
Width of half street (curb to crown) 20.00Q(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/hzl 0.020
Street flow is on [lJ side(s) of the street
Distance from curb to property line lO.OOQ(Ft.)
Slope from curb to property line (v/hzl 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
Manningls N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.170(CFS)
Depth of flow = D.325(Ft.), Average velocity = 4.662(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.911(Ft.)
Flow velocity = 4.66(Ft/s)
Travel time = 1.34 min. TC = 10.57 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.829
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 3.173(In/Hr) for a 100.0 year storm
Subarea runoff 2.944(CFS) for 1.120(Ac.)
Total runoff = 6.469(CFS) Total area = 2.320(Ac.)
Street flow at end of street = 6.469(CFS)
Half street flow at end of street = 6.469(CFS)
Depth of flow = 0.345(Ft.), Average velocity = 4.909(Ft/s)
Flow width (from curb towards crown)= 10.914(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 225.000 to Point/Station 230.000
**** SUBAREA FLOW ADDITION ****
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient = 0.829
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 0.000
B 0.000
C 1. 000
D 0.000
69.00
0.500; Impervious
10.57 min.
3.173 (In/Hr)
9.463 (CFS) for
ls.932(CFS) Total
fraction
0.500
e
for a 100.0 year storm
3.600(Ac.)
area = 5.920(Ac.)
\00...
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 230.000 to Point/Station 240.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 260.90a(Ft.)
End of street segment elevation = 258.500(Ft.)
Length of street segment 275.00a(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 20.00Q(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 [I} 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 = 2.00Q(In.)
Manning's N in gutter = 0.0150
Manning's N from gutter to grade break 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street
Depth of flow = O.572{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 = 20.00Q(Ft.}
Flow velocity = 3.3l(Ft/s)
Travel time = 1.38 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 = 0.500; Impervious fraction
Rainfall intensity 2.962(In/Hr) for a 100.0 year storm
Subarea runoff 2.197(CFS) for 0.900(Ac.)
Total runoff = 18.129 (CFS) Total area =
Street flow at end of street = l8.129(CFS)
Half street flow at end of street = 18.l29(CFS)
Depth of flow = O.581(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.)
17.143(CFSI
3.315IFt/B)
3.62(Ft.)
TC =
11.95
min.
0.500
6.820(Ac.)
3.364IFt/S)
4.07(Ft.)
.
\\0
e
+++++t++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 240.000 tq Point/Station 250.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 250.300(Ft.)
Downstream point/station elevation 250.00Q(Ft.)
Pipe length 60.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow 18.129(CFS)
Given pipe size = 18.00(In.)
NOTE: Normal flow is pressure flow in user
The approximate hydraulic grade line above
3.938(Ft.) at the headworks or inlet
Pipe friction loss = 1.787{Ft.)
Minor friction loss = 2.451(Ft.) K-factor =
Pipe flow velocity = 10.26(Ft/s)
Travel time through pipe 0.10 min.
Time of concentration (Te) = 12.05 min.
selected pipe size.
the pipe invert is
of the pipe(s)
1. 50
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 210.000 to Point/Station 250.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 6.820(Ac.)
Runoff from this stream 18.129(CFS)
Time of concentration = 12.05 min.
Rainfall intensity = 2.948(In/Hr)
Summary of stream data:
e
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Largest
Qp =
18.195 12.28
18.129 12.05
stream flow has longer
18.195 + sum of
Qb Ia/lb
18.129 * 0.990
36.137
2.918
2.948
time of concentration
17.943
Qp =
Total of 2 main streams to confluence:
Flow rates before confluence point,
18.195 18.129
Area of streams before confluence:
6.800 6.820
Results of confluence:
Total flow rate = 36.137(CFS)
Time of concentration = 12.277 min.
Effective stream area after confluence
End of computations, total study area =
The following figures may
be used for a unit hydrograph study of the
13.620(AC.)
13.62 (Ac.)
same area.
Area averaged pervious area fraction(Ap)
Area averaged RI index number = 69.0
0.500
e
\"
e
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989 - 2000 Version 6.3
Rational Hydrology Study Date: 02/13/02 File:bs.out
IN 31614.01.000 - NEWLAND ASSOCIATES - TRACT NO. 24188-3
(N,\31614.01\Hyd\Tr24188-3-F\Rat\BS.OUT)
FLOWS TRIBUTARY TO EXIST. CB @ BUTTERFIELD STAGE ROAD
MODELED 02/11/02 BY NJA - REVISED 2/13/02 BY NJA
*********
Hydrology Study Control Information **********
English (in-lbl Units used in input data file
The Keith Companies, 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.)
e
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 = 300.000(Ft.)
Top (of initial area) elevation = 294.400(Ft.l
Bottom (of initial area) elevation = 290.400(Ft.)
Difference in elevation = 4.000(Ft.)
Slope = 0.01333 s(percent)= 1.33
TC = k(0.390)*[(length^3)/(elevation change)}^0.2
Initial area time of concentration = 9.056 min.
Rainfall intensity 3.460(In/Hr) for a 100.0 year storm
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 = 0.500i Impervious fraction 0.500
Initial subarea runoff = 3.317{CFS)
Total initial stream area 1.150(Ac.)
Pervious area fraction = 0.500
.
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 30.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
.
Top of street segment elevation = 290.40Q(Ft.)
End of street segment elevation = 281.100(Ft.)
Length of street segment 223.00Q(Ft.)
Height of curb above gutter flowline 6.0(ln.)
width of half street (curb to crown) 20.00Q(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 (vfhz) 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 = 5.451(CFS)
Depth of flow ~ 0.276(Ft.), Average velocity ~ 4.005(Ft/s)
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width ~ 7.442(Ft.)
Flow velocity 0 4.01(Ft/s)
Travel time ~ 0.93 min. TC ~ 9.98 min.
Adding area flow to street
SINGLE FAMILY (1/4 Acre Lot)
Runoff Coefficient ~ 0.830
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 1.000
Decimal fraction soil group D 0.000
RI index for soil(AMC 2) 69.00
Pervious area fraction = 0.500; Impervious fraction 0.500
Rainfall intensity 3.276(In/Hr) for a 100.0 year storm
Subarea runoff 4.026(CFS) for 1.480(Ac.)
Total runoff:: 7.343(CFS) Total area ~ 2.630(Ac.)
Street flow at end of street ~ 7.343(CFS)
Half street flow at end of street ~ 3.672(CFS)
Depth of flow ~ 0.298(Ft.), Average velocity = 4.270(Ft/s)
Flow width (from curb towards crown)~ 8.563(Ft.)
.
\\?
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.0ao to Point/Station
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
40.000
e
TOp of street segment elevation = 281.10Q(Ft.)
End of street segment elevation = 26S.00a(Ft.)
Length of street segment 390.00Q(Ft.)
Height of curb above gutter flowline 6.0{In.)
Width of half street (curb to crown) 20.00Q(Ft.)
Distance from crown to crossfall grade break IB.OOa(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.)
Manning1s 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 = 10.554(CFS)
Depth of flow = 0.328(Ft.), Average velocity = 4.614(Ft!s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.08s(Ft.)
Flow velocity = 4.61(Ft!s)
Travel time = 1.41 min. TC = 11.39 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 3.043(In!Hr) for a 100.0 year storm
Subarea runoff 5.780(CFS) for 2.300(Ac.)
Total runoff = 13.123(CFS) Total area = 4.930(Ac.)
Street flow at end of street = 13.123(CFS)
Half street flow at end of street = 6.562(CFS)
Depth of flow = 0_348(Ft.), Average velocity = 4.852(Ft!s)
Flow width (from curb towards crown)= 11.071(Ft.)
e
~
e
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 50.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 265.00Q(Ft.)
End of street segment elevation = 259.90Q(Ft.)
Length of street segment IBO.OOQ(Ft.)
Height of curb above gutter flowline 6.0(ln.)
Width of half street (curb to crown) 20.00Q{Ft.)
Distance from crown to crossfall grade break 18.00Q(Ft.)
Slope from gutter to grade break (vfhz) = 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 = 2.00Q{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 = 14.987(CFS)
Depth of flow ~ 0.380(Ft.), Average velocity = 4.334(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 12.6S8(Ft.)
Flow velocity = 4.33(Ft/s)
Travel time = 0.69 min. TC = 12.08 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 = 0.500; Impervious fraction 0.500
Rainfall intensity 2.944(In/Hr) for a 100.0 year storm
Subarea runoff 3.395(CFS) for 1.400(Ac.)
Total runoff = 16.519(CFS) Total area = 6.330(Ac.)
Street flow at end of street = 16.519(CFS)
Half street flow at end of street = B.259(CFS)
Depth of flow = 0.390(Ft.), Average velocity = 4.436(Ft/s)
Flow width (from curb towards crown)= 13.173(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 45.000 to Point/Station 50.000
**** SUBAREA FLOW ADDITION ****
COMMERCIAL subarea type
Runoff Coefficient = 0.BB5
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 0.000
B 0.000
C 1.000
D 0.000
69.00
0.100; Impervious fraction
12.0B min.
2.944(In/Hr) for a 100.0 year storm
4.949(CFS) for 1.900(Ac.J
21.467(CFS) Total area =
0.900
8.230(AC.)
e
~
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 60.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
e
Top of street segment elevation = 259.90Q(Ft.l
End of street segment elevation = 253.00Q(Ft.)
Length of street segment 370.00Q(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 43.00Q(Ft.)
Distance from crown to crossfall grade break 41.00Q(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] side{s} of the street
Distance from curb to property line 12.QOQ{Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width = 2.000(Ft.)
Gutter hike from flowline ~ 2.000(In.1
Manning1s 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
Depth of flow = 0.SS9(Ft.), Average velocity =
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
Street flow hydraulics at midpoint of street travel:
Halfstreet flow width = 2l.603(Ft.1
Flow velocity = 4.55(Ft/s)
Travel time = 1.36 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 = 0.100; Impervious fraction 0.900
Rainfall intensity 2.773(In/Hr) for a 100.0 year storm
Subarea runoff 1.348(CFS) for O.SSO{Ac.)
Total runoff = 22.816(CFS) Total area =
Street flow at end of street = 22.816(CFS)
Half street flow at end of street ~ 22.816(CFS)
Depth of flow = O.564(Ft.), Average velocity ~
Warning: depth of flow exceeds top of curb
Distance that curb overflow reaches into property
Flow width (from curb towards crown)~ 21.848(Ft.)
22.185ICFS)
4.546 (Ft/s)
2.94(Ft.)
TC =
13.44
min.
8.780(Ac.)
4.562(Ft/s)
3.l8(Ft.)
e
\\Iv
.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 55.000 to Point/Station 60.QOO
**** SUBAREA FLOW ADDITION ****
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 = 0.100; Impervious fraction
Time of concentration 13.44 min.
Rainfall intensity 2.773(In/Hr) for a 100.0 year storm
Subarea runoff = 2.820(CFSI for 1.150(Ac.1
Total runoff = 25.635 (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
9.930(Ac.1
9.93 (Ac.)
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I NO. I IFT\ I IS/F\ I ICFS\ I IIN/HR\ II NODE I C8 I /CFS\ III FLOW CFS\I CFS II 'CFS\ 'CFS\ ICFS\ TO C.B.
Flows from Tract No. 24188-3 Tributarv to Existin Catch Basin in Butte Ie aoe 08:
801 01 141 S I 25.61 2.7711 I I I II I I I 25.6 25.6 0.0 1
Flows from Tract Nos. 24188-3 & -F Tributar to Existina Storm Drain in Pauba Road:
140 1 21 F 18.2 2.92 18.2 14.4 3.8 4
240 2 21 F 18.1 2.96 18.1 14.3 3.8 0
Flows from Tract Nos. 24188-3 & -F Tributa to Pro iOsed Storm Drain in Meadows Parkwa :
330 8 10 S 19.1 2.96 19.1 19.1 0.0
360 7 7 S 7.8 3.55 0.2 7.6 7.8 0.0 6
400 8 10 F 11.3 2.95 .0.2 11.5 6.0 5.5 3
440 5 10 F 14.2 3.03 14.2 6.8 7.6 4
500 4 7 S 9.5 2.60 440 5 7.6 3.03 0.88 8.6 0.9 15.2 15.2 0.0
550 3 7 S 9.5 2.52 400 6 5.5 2.95 0.85 4.7 -0.9 15.1 15.1 0.0
Existlnn Catch Bastn in Meadows Parkwa er Hvdroloov & Hvdraulics studY dated March 8 2001 \:
A2001 1 21 F I 12.0 2.50 I I 1 D I 1 T 12.0 9.3 2.7 20a
I I I I 1 I .1 T
Flows from Tract No. 24188-2 Tributant to pr~ed SO in Sunny Meadows Dr. & Meadows Prkv.:
Flow Denth Analvsis in Sunny Meadows Drive "Nit Street:
A501 n1a I n1a I nfa I 13.7 2.8511 I I I II I I II 13.7 0.0 13.7 20c
Catch Basins Der Tr. 24187.2 SO Dw . No. LD99-221CO in Sunn Meadows Drive Meadows Parkway:
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 A80 20c 10.1 2.29 1.00 10.1 13.3 13.3 0.0
Catch Basin rm Future Street "U" Cul-De-Sac in Tr. 24188-2:
0401 1 7 S I 8.81 3.031 I I I 1 I T I 8.8 8.8 0.0
Catch Basin rm Future Street "U" in Tr. 24188-2:
C801 2 101 F I 19.51 2.8611 I 1 I 1 I 1 T 19.5 6.3 13.2 3
c601 31 101 F I 13.21 2.8611 I I II I I T 13.2 5.2 8.0 7
Catch Basins ner Tr. 24187-3 SO Dw . No. LDOO-049CO in Sunn Meadows Drive Passeo Near Tr. 24188-1:
B70 7 21 F 25.5 2.51 C80 3 8.0 2.88 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 8.7 8.7 0.0
TOTAL QNSllE FLOW INTERCEPTED BY CATCH BASINS LISTED ABOVE- 182.8 CFS
-
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Printed on:
CATCH BASIN FLOW INLET CALCULATION TABLE
100 YEAR EVENT FOR INFRASTRUCTURE OF TRACT Nos. 24188-2, -3 &-F
2
13
2002
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CATCH BASIN FREEBOARD CALCULATION TABLE
100 YEAR EVENT FOR INFRASTRUCTURE OF TRACT Nos. 24188-2, -3 &-F
NODE C8 CF TYPE I PIPE DIA.l PIPE AREA I FLOW VELOCITY 1 HEAD LOSS 1FT) I HGL Ii1l PIPElC8 I HGL Ii1l C8 IINV.1i1l C8 1 C8"'1" FREEBOARD
NO. IIN) 11FT! I ISOFT) I (CFS)II (FPS! I (1.2V^2/(2q) I 1FT) I (FT! 11FT) 11FT) 1FT) (IN)
ows rom ract o. 1 -3 n utary to I::.Xlsll n I catcn tsasln In tlutte 1810 ::>taoe Koaa:
60 0 6 I 1.501 1.77 25.61 14.49 3.911 I I I
ows rom raet Nos. - - n aryto xlsllng ~t arm uraln In aUDa Koaa:
140 1 6 1.50 1.77 14.4 8.16 1.24
240 2 6 1.50 1.77 14.3 8.11 1.23
I
It-lOWS rom ract NOS. ~41tltl- ;j ISo -~ "utarv to Prooosed torm Uraln In tv eadows Parkway:
330 8 6 1.50 1.77 19.1 10.81 2.18
360 7 6 1.50 1.77 7.6 4.30 0.34
400 6 6 1.50 1.77 6.0 3.39 0.21
440 5 6 1.50 1.77 6.6 3.71 0.26
500 4 6 1.50 1.77 15.2 8.58 1.37
550 3 6 1.50 1.77 15.1 8.55 1.36
XIS In ac a5m In ea ows a ay (pef 1yarOlOQY Hyaraullcs stu r aatea Marcn ts, ZUUl ):
\200 1 6 I 1.50 1.77 9.3fl 5.24 0.51 1218.79 1219.31 1217.731 4.00 1.6 19
I II I I
;";Iows rom ract No. 24188-: n utarv I o Prooosed SO In unnv Meadows Dr. & Mea OWS r ..
Flow Deoth Analvsis in Sunny Meadows Drive ItD "N" Street:
50 In/a I 6 I 1.501 1.77 I O.OD I I I I I
Catch Basins oer Tr. 24187-2 SD Dwa. No. LD99-221CO in Sunny Meadows Drive (a) Meadows Parkway:
60 20c 6 1.50 1.77 9.1 6.17 0.71 1227.34 1228.0 1226.17 5.00 2.3 27
60 20a NA 1.50 NA NA
60 20a 6 1.50 1.77 13.3 7.89 1.16 1225.60 1226.8 1224.24 5.02 1.7 20
Catch Basin ((jJ Future Street "U. Cul-De-Sac in Tr. 24188-2:
D40 1 11 6 1.501 1.77 I 8.81 4.981 0.461 1222.651 1223.11 1221.501 7.91 5.5 66
Catch Basin ItD Future Street .U. in Tr. 24188-2:
C60 1 21 6 1.501 1.77 1 6.3" 5.211 0.511 1235.971 1236.51 1235.001 7.90 5.6 67
C60 I 31 6 I 1.501 1.77 1 5.2" 4.841 0.441 1230.081 1230.51 1229.201 7.91 5.8 69
Catch Basins perTr. 24187-3 SD DWQ. No. LDOO-049CO in Sunny Meadows Drive (a) Passeo Near Tr. 24188-1:
B70 7 6 1.50 1.77 16.0 9.08 1.54 1188.55 1190.1 1186.82 5.50 1.4 17
B70 8 6 1.50 1.77 9.7 6.39 0.76 1184.78 1185.5 1183.58 5.00 2.2 26
B70 77 6 1.50 1.77 6.7 2.82 0.15 1186.20 1186.3 1184.58 4.18 1.6 19
Printed on:
2
20
2002
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e T1 IN 31614.01 - PASEO DEL SOL - NEWLAND COMMUNITIES - TR. 24188-2
T2 SD LINE nD-3a" - MODELED ON 3/16/00 BY AN - REV. 1/30/02 BY NJA
T3 (N:\31614.01\Hyd\Tr24188-2\WSPGW\D-3a.wsw) - CB #2
SO 005.80 1178.96 2 1181.75
R 026.17 1179.98 2 .013 .000 .00 0
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R 283.81 1192.78 11 .013 10.588 .00 0
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JX 420.54 1216.60 11 11 .014 8.800 1217.00 45.0 .000
R 556.44 1219.60 11 .013 .000 .00 0
R 566.63 1224.60 11 .013 -12.979 .00 0
R 708.43 1228.00 11 .013 .000 .00 0
JX 713.10 1228.20 11 11 .014 5.200 1228.70 -45.0 .000
R 820.84 1232.70 11 .013 .000 .00 0
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