HomeMy WebLinkAboutFontana Empire Center - Jurupa Storm Drainw4e g 2"~#-ov Rmco
_- CIVIL ENGINEERING • LAND PLANNING • LAND SURVEYING
FONTANA EMPIRE CENTER
ALEXANDER HAAGEN COMPANY
PRELIMINARY
HYDROLOGY AND HYDRAULIC
CALCULATIONS FOR
JURUPA STORM DRAIN
PREPARED BY
HALL & FOREMAN, INC.
JANUARY 27, 1989
JN 4013 -013
42,202 CE2
3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 • (714) 641 -8777
City of Fontana
P.O. Box 518
Fontana, CA 92334 -0518
Attention: Jim Mocalis, Director of Public Works
Regarding: Empire Center - Jurupa Ave. Storm Drain Design
Hall & Foreman, Inc. is preparing the development plans for the
Empire Center. Much of our technical effort to date has
focused on drainage issues. We have concluded that a proposed
segment of the City's storm drain system is not adequately
sized to accommodate the drainage requirements of the Empire
Center. Specifically, we are concerned with the segment of the
proposed storm drain within Southridge Village from the
upstream end of the Declez Channel to Jurupa Ave. at Cypress
Ave.
The issue is as follows:
Approximately two - thirds of the undeveloped Empire Center
property currently drains westerly towards the Declez Channel.
Since there are no existing or near -term proposed storm drain
improvements east of the site, we sought to include the entire
Empire Center within the Declez watershed. We performed a
hydrologic analysis which determined that the Declez Channel
would have adequate capacity to accept the storm runoff from
the entire Empire Center property (an additional 127 acres).
This analysis was reviewed and accepted by the Flood Control
District (see letter dated October 17, 1989, attached).
It was our understanding that this hydrology would then be the
basis for the design of the proposed Jurupa Avenue storm drain
leading from Sierra Avenue, along Jurupa Avenue to the
upstream end of the Declez Channel at Oleander Ave. Indeed,
plans prepared by Psomas and Associates, entitled "Off -site
Storm Drain Plans for Tract 13332" call for a 14' x 9'
reinforced concrete box storm drain in Jurupa from Sierra Ave.
to Cypress Ave. with a design Q corresponding to the
aforementioned hydrology. However, the segment between Cypress
Ave. and the Declez Channel, (within Southridge) as shown on
preliminary plans prepared by A.S.L. Consulting Engineers, has
a much lower design Q and is sized only to be a 14' x 7' RCB.
The design Q for that reach was established prior to the
inclusion of the additional acreage in the watershed.
3170 REDHILL AVENUE • COSTAMESA, CALIFORNIA 92626 -3428 0 (714) 641 -8777
City of Fontana -2- January 30. 1989
The hydraulic losses within that reach will be excessive with
the new design Q. It will not be possible to adequately drain
the revised watershed area.
In order to provide for adequate drainage the entire Empire
Center site, we are hereby requesting that the City take action
to ensure that the Cypress Ave. to Declez Channel reach of the
Jurupa Avenue storm drain be upsized in accordance with the
revised watershed area.
The enclosed report provides the specific areas and design
flows. We would be pleased to discuss this matter further with
you and /or your technical staff. Please contact me if you have
any questions.
HALL & FOREMAN, INC.
'�V� C '�
ohn C. Hogan
roiect Director
JCH /kd
Encl.
cc: Wally Franz - Webb & Associates
Mark Beers, Corde Carillo - A. Haagen Co.
George Shambeck, Shou -tai An, Joe Majdalani - H &F
Bob Street,-- of Fontana
4�
TRANSPORTATION /FLOOD CONTROL COUNTY OF SAN ENV IRON M ENTAL
DING
DEPARTMENT PUBLIC WORKS AGENC
825 East Third Street • San Bernardino, CA 92415 -0835 • (714) 387 -2800
KEN A. MILLER
Director
October 17, 1988
File: 2- 124/1.00
202.0416
Hall & Foreman Inc.
3170 Redhill Avenue
Costa Mesa, CA 92626 -3428
Attention: John C. Hogan
Re: Zone 2, Declez Channel,
Empire Center
Dear Mr. Hogan:
Reference is made to your letter dated August 24, 1988, with
accompanying hydrologic analysis for an additional area of 127
acres to be included in the Declez watershed, requesting the
District's review. The additional area is located on the east
side of Palmetto Avenue, between Slover Avenue and Jurupa Avenue,
in the southeastern portion of the City of Fontana.
Our review of the material submitted indicates that the method of
analysis is in accordance with the District's current hydrology
manual and that the parameters used are reasonable. Hence, the
hydrologic analysis is acceptable and it appears that the Declez
Channel has adequate capacity to accept the storm runoff from the
additional tributary drainage area as described.
Should you have any further questions concerning this matter,
please feel free to contact Mr. Jay J. Johnson or the undersigned
at (714) 387 -2515.
Very truly yours,
PJM:JJJ:snm
s 3'ae PATRICK J. MEAD, Chief
;sAL P - - FOREMAN INC.- Water Resources Division
� ►r:T 1 ;1988
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❑ FOREi! N
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SUMMARY
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PRELIMINARY HYDROLOGY STUDY FOR FONTANA EMPIRE CENTER
PRELIMINARY HYDROLOGY STUDY FOR JURUPA STORM DRAIN FROM
SIERRA TO OLEANDER
HYDROLOGY STUDY FOR SOUTHRIDGE VILLAGE PHASE III BY ASL
(FOR REFERENCE ONLY)
PRELIMINARY HYDRAULICS ANALYSIS FOR JURUPA STORM DRAIN
FROM SIERRA TO OLEANDER
EXHIBITS
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3170 REDHILL AVENUE
• COSTAMESA, CALIFORNIA 92626-3428 • (714) 641 -8777
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3170 REDHILL AVENUE
• COSTAMESA, CALIFORNIA 92626-3428 • (714) 641 -8777
SAN BERNARDINO COUNTY RATIONAL PROGRAM
Copyright (c) CivilCadd , 1988
Rational Hydrology Study Date: 8- 5 -88
PRELIMINARY HYDROLOGY STUDY FOR FONTANA EMPIRE CENTER
100 -YEAR
IN THE CITY OF FONTANA , JN 4013, 8/5/88 _________ ____
*USER SPECIFIED HYDROLOGY INFORMATION*-------------------------- - - - - -- - --
---------------------------------- - - - - --
Specified storm year = 100.00
100.0 year storm 1 hour rainfall (Inches) = 1.350
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall (Inches) = 1.3500
Slope used for intensity curve = 6000
Soil Antecedent Moisture Condition(AMC) = 3
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 26.00 to Point /Station 2* * *0
* ** INITIAL AREA EVALUATION
ASSUMED INITIAL SUBAREA UNIFORM
Subarea is COMMERCIAL
Initial subarea flow length = 900.00
Upstream elevation = 86.40
Downstream elevation = 84.50
Elevation difference = 1.90
Tc = K *[(Length ^3) /(Elevation Change) ]**
_
Tc = .304 *[( 900.00 * *3) /( 1.90)]
15.837
100.00 Year computed rainfall (In. /Hr.) =
3.002
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM)
_ ,044
SCS Curve Number for soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Runoff Coefficient used for total
area (Q =CIA) is C = .887
Effective
Subarea runoff (CFS) = 31.95
Total area(ACRES) = 12.00
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 26.00 to Point /Station 2* * *0
1
* ** CONFLUENCE OF MINOR STREAMS
-----
------ ---- -------- -------- - 100.00 - Year - computed - rainfall - (In./Hr.) - = --3 . 002
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 1 are:
Time of concentration(min.) = 15384
Rainfall intensity (in. /hr /) _
' Total flow area (Acres) = 12.00
Total runoff (CFS) at confluence point 31.95
Area averaged loss rate (FM) = ,100
Area averaged pervious ratio (AP) _
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 28.00 to Point /Station 2* *00
* ** INITIAL AREA EVALUATION
Subarea is COMMERCIAL
Initial subarea flow length = 900.00
Upstream elevation = 92.00
Downstream elevation = 84.50
Elevation difference = 7.50
Tc = K *[(Length ^3) /(Elevation Change) ] ^0.2
Tc = .304 *[( 900.00 * *3) /( 7.50)] * *.2 = 12.034
100.00 Year computed rainfall (In. /Hr.) = 3.540
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .889
Subarea runoff (CFS) = 28.32
Total area(ACRES) = 9.00
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 28.00 to Point /Station 27.00
* ** CONFLUENCE OF MINOR STREAMS * **
* ** Compute Various Confluenced Flow Values * **
----------------------------------------------------------------------------
100.00 Year computed rainfall (In. /Hr.) = 3.540
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time of concentration(min.) = 12.03
Rainfall intensity (in. /hr /) = 3.54
Total flow area (Acres) = 9.00
Total runoff (CFS) at confluence point - 28.32
Area averaged loss rate (FM) = .044
Area averaged pervious ratio (AP) = .100
I'
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J
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inch /hour)
---------------------------------------------------------------------- - - - - --
1 31.95
2 28.32
QSMX(1) =
+1.000 *1.000* 31.9)
+ .846 *1.000* 28.3)
55.908
QSMX(2) =
+1.182* .760* 31.9)
+1.000 *1.000* 28.3)
= 57.005
15.84 3.002
12.03 3.540
Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
31.95 28.32
Possible confluenced flow values are;
55.91 57.00
Individual Stream Area values are:
12.00 9.00
Effective Total Area values are:
21.00 18.12
Computed confluence estimates are:
Runoff(CFS) = 57.00 Time(min.)
Effective area as adjusted for time
Total main stream study area (Acres)
12.034
(Acres) =
21.00
18.12
++-+•+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 27.00 to Point /Station 29.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 84.50 Downstream Elevation (Ft.) _
Street Length (Ft.) = 1400.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Sloe from curb to property line (Ft. /Ft.) = .020
Estimated mean flow rate at MIDPOINT of street = 97.91 (CFS)
Depth of flow = .64 (Ft.)
Average Velocity = 4.78 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 4.77 Depth *Velocity = 3.06
Travel time (Min.) = 4.88 TC(min.) = 16.92
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.885
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .889
Subarea runoff = 55.82 (CFS) for 26.00 Acres
Total runoff = 112.82 (CFS), Total area = 44.12 Acres
Area averaged FM value = .044
Depth of flow = .67 (Ft.)
Average Velocity = 5.03 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = .357 (Ft.)
Streetf y
low Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 5.03 Depth *Velocity = 3.39
70.50
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 29.00 to Point /Station 25.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 70.50 Downstream Elevation (Ft.) _
Street Length (Ft.) = 2400.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
I Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Sloe from curb to property line (Ft. /Ft.) = .020
Estimated mean flow rate at MIDPOINT of street = 133.92 (CFS)
Depth of flow = .88 (Ft.)
62.00
Distance that curb overflow reaches into property is = 10.587 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 26.41
Flow Velocity(Ft. /Sec.) = 3.65 Depth *Velocity = 3.21
Travel time (Min.) = 10.96 TC(min.) = 27.88
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.138
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .884
Subarea runoff = 1.44 (CFS) for 16.50 Acres
Total runoff = 114.26 (CFS), Total area = 60.62 Acres
Area averaged FM value = .044
Depth of flow = .83 (Ft.)
Average Velocity = 3.42 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 8.340 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 28.66
Flow Velocity(Ft. /Sec.) = 3.43 Depth *Velocity = 2.85
111
G
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 29.00 to Point /Station 25.00
* ** CONFLUENCE OF MAIN STREAMS * **
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year computed rainfall (In. /Hr.)
The flow values used for the stream: 1
Time of concentration(min.) = 27.88
Rainfall intensity (in. /hr /) = 2.14
Total flow area (Acres) = 60.62
Total runoff (CFS) at confluence point
Area averaged loss rate (FM) = .044
= 2.138
are:
114.26
Area averaged pervious ratio (AP) = .100
1 Program is now starting with MAIN STREAM NO.2
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 20.00 to Point /Station 2* * *0
* ** INITIAL AREA EVALUATION
'ASSUMED INITIAL SUBAREA UNIFORM
Subarea is COMMERCIAL
Initial subarea flow length = 830.00
Upstream elevation = 100.70
Downstream elevation = 96.60
Elevation difference = 4.10
Tc = K *[(Length ^3) /(Elevation Change) ] ^0.2
Tc = .304 *[( 830.00 * *3) /( 4.10)] * *.2 = 12.935
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .888
Subarea runoff (CFS) = 24.99
Total area(ACRES) = 8.30
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 21.00 to Point /Station 22.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 96.60 Downstream Elevation (Ft.) = 93.70
Street Length (Ft.) = 560.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
LJ
[p
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) = .020
Estimated mean flow rate at MIDPOINT of street = 38.09 (CFS)
Depth of flow = .52 (Ft.)
Average Velocity = 2.85 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 25.83
Flow Velocity(Ft. /Sec.) = 2.85 Depth *Velocity =
Travel time (Min.) = 3.27 TC(min.) = 16.20
Adding Area Flow To Street
1.47
100.00 Year computed rainfall (In. /Hr.) = 2.961
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .887
Subarea runoff = 19.64 (CFS) for 8.70 Acres
Total runoff = 44.63 (CFS), Total area = 17.00 Acres
Area averaged FM value = . 044
Depth of flow = .55 (Ft.)
Average Velocity = 2.97 (Ft. /Sec.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 27.42
Flow Velocity(Ft. /Sec.) = 2.97 Depth *Velocity = 1.63
1 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 22.00 to Point /Station 19.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 93.70 Downstream Elevation (Ft.) _
Street Length (Ft.) = 450.00 Curb Height (In.) = 8.
' Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break
Slope from Gutter to Grade Break (Ft. /Ft.) =
Slope from Grade Break to Crown (Ft. /Ft.) =
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) =
(Ft.) = 23.00
.020
.020
7.00
91.50
Average Velocity = 3.15 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.15 Depth *Velocity = 1.93
Travel time (Min.) = 2.38 TC(min.) = 18.59
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.727
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .885
Subarea runoff = 22.98 (CFS) for 11.00 Acres
Total runoff = 67.61 (CFS), Total area = 28.00 Acres
Area averaged FM value = .044
Depth of flow = .64 (Ft.)
Average Velocity = 3.32 (Ft. /Sec.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.32 Depth *Velocity = 2.12
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 22.00 to Point /Station 19.00
* ** CONFLUENCE OF MINOR STREAMS * **
------------------- - - - - --
100.00 Year computed rainfall (In. /Hr.) = 2.727
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 1 are:
Time of concentration(min.) = 18.59
Rainfall intensity ( in. /hr /) = 2.73
Total flow area (Acres) = 28.00
Total runoff (CFS) at confluence point = 67.61
Area averaged loss rate (FM) = 044
Area averaged pervious ratio (AP) = .100
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 17.00 to Point /Station 18.00
* ** INITIAL AREA EVALUATION * **
ASSUMED INITIAL SUBAREA UNIFORM
Subarea is COMMERCIAL
Initial subarea flow length = 760.00
Upstream elevation = 98.00
Downstream elevation = 94.20
Elevation difference = 3.80
Tc = K *[(Length ^3) /(Elevation Change)] ^0.2
Tc = .304 *[( 760.00 * *3) /( 3.80)] * *.2 = 12.457
100.00 Year computed rainfall (In. /Hr.) = 3.467
Soil classification is "B"
COMMERCIAL subarea type ,044
Pervious ratio(AP) = .10 Max loss rate(FM) _
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
+++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 18.00 to Point /Station 19.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
' Upstream Elevation (Ft.) = 94.20 Downstream Elevation (Ft.) _
Street Length (Ft.) = 550.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope Gutter
e from GradeBreakrtoeCr Break
own(Ft /Ft )
) _ .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) _ .020
Estimated mean flow rate at MIDPOINT of street = 41.90 (CFS)
Depth of flow = .54 (Ft.)
Average Velocity = 2.86 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 27.05
Flow Velocity(Ft. /Sec.) = 2.86 Depth *Velocity = 1.55
Travel time (Min.) = 3.20 TC(min.) = 15.66
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 3.023
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .887
Subarea runoff = 17.60 (CFS) for 8.00 Acres
Total runoff = 47.18 (CFS), Total area = 17.60 Acres
Area averaged FM value = .044
Depth of flow = .57 (Ft.)
Average Velocity = 2.95 (Ft. /Sec.)
Streetflow Hydraulics at ENDPOINT of street travel
91.50
Halfstreet Flow Width(Ft.) = 28.27
Flow Velocity(Ft. /Sec.) = 2.95 Depth *Velocity = 1.67
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 18.00 to Point /Station 19.00
* ** CONFLUENCE OF MINOR STREAMS * **
* ** Compute Various Confluenced Flow Values * **
----------------------------------------------------------------------------
100.00 Year computed rainfall (In. /Hr.) = 3.023
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time of concentration(min.) = 15.66
Rainfall intensity (in. /hr /) = 3.02
Total flow area (Acres) = 17.60
Total runoff (CFS) at confluence point = 47.18
Area averaged loss rate (FM) _ .044
Area averaged pervious ratio (AP) _ .100
G
1 67.61
2 47.18
QSMX(1) =
+1.000 *1.000* 67.6)
+ .901 *1.000* 47.2)
= 110.114
QSMX(2) =
+1.110* .842* 67.6)
+1.000 *1.000* 47.2)
110.414
J
18.59 2.727
15.66 3.023
Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
67.61 47.18
Possible confluenced flow values are;
110.11 110.41
Individual Stream Area values are:
28.00 17.60
Effective Total Area values are:
45.60 41.19
Computed confluence estimates are:
Runoff(CFS) = 110.41 Time(min.)
Effective area as adjusted for time
Total main stream study area (Acres)
15.658
(Acres) = 41.19
45.60
Total study area average pervious area fraction(AP) = .100
Total study area average soil loss rate(FM) = .044
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 19.00 to Point /Station 23.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
WR
9
Upstream Elevation (Ft.) = 91.50 Downstream Elevation (Ft.) = 81.40
Street Length (Ft.) = 1345.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) = .020
Estimated mean flow rate at MIDPOINT of street = 154.65 (CFS)
Depth of flow = .81 (Ft.)
Average Velocity = 4.84 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 7.364 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 29.64
Flow Velocity(Ft. /Sec.) = 4.84 Depth *Velocity = 3.94
Travel time (Min.) = 4.63 TC(min.) = 20.29
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.588
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Area averaged FM value = .044
Depth of flow = .84 (Ft.)
Average Velocity = 5.03 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 8.609 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 28.39
Flow Velocity(Ft. /Sec.) = 5.03 Depth *Velocity = 4.22
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 23.00 to Point /Station 24.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 81.40 Downstream Elevation (Ft.) = 67.50
Street Length (Ft.) = 1850.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) = .020
Estimated mean flow rate at MIDPOINT of street = 216.77 (CFS)
Depth of flow = .91 (Ft.)
Average Velocity = 5.54 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 12.222 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 24.78
Flow Velocity(Ft. /Sec.) = 5.55 Depth *Velocity = 5.05
Travel time (Min.) = 5.56 TC(min.) = 25.85
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.238
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .886
Subarea runoff = 57.56 (CFS) for 41.00 Acres
Total runoff = 227.40 (CFS), Total area = 115.19 Acres
Area averaged FM value = .044
Depth of flow = .93 (Ft.)
Average Velocity = 5.65 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 12.979 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 24.02
Flow Velocity(Ft. /Sec.) = 5.65 Depth *Velocity = 5.23
Upstream Elevation (Ft.) = 67.50 Downstream Elevation (Ft.) = 62.00
Street Length (Ft.) = 730.00 Curb Height (In.) = 8.
0
ri
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) _ .020
Estimated mean flow rate at MIDPOINT of street = 229.38 (CFS)
Depth of flow = .93 (Ft.)
Average Velocity = 5.68 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 13.101 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 23.90
Flow Velocity(Ft. /Sec.) = 5.68 Depth *Velocity = 5.27
Travel time (Min.) = 2.14 TC(min.) = 27.99
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.133
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
The Area added to the existing stream causes a
a lower flow rate of Q = 220.34 (CFS)
therefore the upstream flow rate of Q = 227.40 (CFS)
is being used.
Effective Runoff Coefficient used for total area (Q =CIA) is C = .885
Subarea runoff = 00 (CFS) for 2.00 Acres
Total runoff = 227.40 (CFS), Total area = 117.19 Acres
Area averaged FM value = .044
Depth of flow = .93 (Ft.)
Average Velocity = 5.66 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 12.955 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 24.05
Flow Velocity(Ft. /Sec.) = 5.66 Depth *Velocity = 5.24
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 24.00 to Point /Station 2* * *0
* ** CONFLUENCE OF MAIN STREAMS
* ** Compute Various Confluen
ced Flow Values * **
----------------------------
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year computed rainfall (In. /Hr.) = 2.133
The flow values used for the stream: 2 are:
Time of concentration(min.) = 27.99
Area averaged pervious ratio (AP) _ .100
d
�7
u
J
F�
u
Confluence information:
Stream runoff
Time
Intensity
Number (CFS)
----------------------------------------
(min.)
(inch /hour)
1 114.26
27.88
2.138
2 227.40
27.99
2.133
QSMX (1) _
+1.000 *1.000* 114.3)
+1.003* .996* 227.4)
= 341.301
QSMX(2) _
+ .997 *1.000* 114.3)
+1.000 *1.000* 227.4)
= 341.376
Rainfall intensity and time of concentration
used for 2 MAIN streams.
Individual stream flow values are:
114.26 227.40
Possible confluenced flow values are:
341.30 341.38
Individual Stream Area values are:
60.62 117.19
Effective Total Area values are:
177.33 177.81
-----------------------------------------------------------
Computed confluence estimates are:
Runoff(CFS) = 341.38 Time(min.) = 27.992
Effective area as adjusted for time (Acres) = 177.81
Total main stream study area (Acres) = 177.81
Total study area average pervious area fraction(AP) _ .100
Total study area average soil loss rate(FM) _ .044
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 25.00 to Point /Station 30.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 62.00 Downstream Elevation (Ft.) = 51.60
Street Length (Ft.) = 1390.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) _ .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) _ .020
Estimated mean flow rate at MIDPOINT of street = 363.45 (CFS)
Depth of flow = 1.10 (Ft.)
Average Velocity = 6.81 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 21.841 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 15.16
Flow Velocity(Ft. /Sec.) = 6.81 Depth *Velocity = 7.51
Travel time (Min.) = 3.40 TC(min.) = 31.39
Adding Area Flow To Street
E
0
114�
L
u
u
u
I�
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .888
Subarea runoff = 10.55 (CFS) for 23.00 Acres
Total runoff = 351.93 (CFS), Total area = 200.81 Acres
Area averaged FM value = .044
Depth of flow = 1.09 (Ft.)
Average Velocity = 6.72 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 21.158 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 15.84
Flow Velocity(Ft. /Sec.) = 6.72 Depth *Velocity = 7.32
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 30.00 to Point /Station 15.00
* ** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) * **
Upstream point elevation = 39.77
Downstream point elevation = 35.22
Flow length(Ft.) = 910.00 Mannings N = .013
No. of pipes = 1 Required pipe flow (CFS) = 351.93
Nearest 3 Inch Pipe Diameter (In.) = 75.00
Calculated Individual Pipe flow (CFS) = 351.93
Normal flow depth in pipe = 66.00 (In.)
Flow top width inside pipe = 48.74 (In.)
Travel time (Min.) = 1.23 TC(min.) = 32.62
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 30.00 to Point /Station 15.00
* ** CONFLUENCE OF MAIN STREAMS * **
----------------------------------------------------------------------------
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
100.00 Year computed rainfall (In. /Hr.)
The flow values used for the stream: 1
Time of concentration(min.) = 32.62
Rainfall intensity (in. /hr /) = 1.95
Total flow area (Acres) = 200.81
Total runoff (CFS) at confluence point
Area averaged loss rate (FM) = .044
= 1.946
are:
351.93
Area averaged pervious ratio (AP) = .100
Program is now starting with MAIN STREAM NO. 2
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 1.00 to Point /Station 2.00
* ** INITIAL AREA EVALUATION * **
ASSUMED INITIAL SUBAREA UNIFORM
Subarea is COMMERCIAL
Initial subarea flow length = 932.00
Upstream elevation = 66.00
Downstream elevation = 59.40
Elevation difference = 6.60
COMMERCIAL subarea type
Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .888
Subarea runoff (CFS) = 30.59
Total area(ACRES) = 10.00
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2.00 to Point /Station 3.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 59.40 Downstream Elevation (Ft.) = 54.70
Street Length (Ft.) = 941.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) _ .020
Slope from Grade Break to Crown (Ft. /Ft.) _ .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) _ .020
Estimated mean flow rate at MIDPOINT of street = 74.93 (CFS)
Depth of flow = .66 (Ft.)
Average Velocity = 3.48 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.48 Depth *Velocity = 2.29
Travel time (Min.) = 4.50 TC(min.) = 17.11
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.866
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .886
Subarea runoff = 68.46 (CFS) for 29.00 Acres
Total runoff = 99.05 (CFS), Total area = 39.00 Acres
Area averaged FM value = .044
Depth of flow = .74 (Ft.)
Average Velocity = 3.72 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 3.629 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.72 Depth *Velocity = 2.75
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 2.00 to Point /Station 3.00
* ** CONFLUENCE OF MINOR STREAMS * **
C , - 100.00 - Year - computed - rainfall - (In./Hr.) - = -- 2.866
Rainfall intensity (in. /hr /) = 2.87
Total flow area (Acres) = 39.00
Total runoff (CFS) at confluence point = 99.05
Area averaged loss rate (FM) = .044
Area averaged pervious ratio (AP) = .100
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 4.00 to Point /Station 5.00
* ** INITIAL AREA EVALUATION * **
L�
0
D
ASSUMED INITIAL SUBAREA UNIFORM
Subarea is COMMERCIAL
Initial subarea flow length = 800.00
Upstream elevation = 61.00
Downstream elevation = 57.00
Elevation difference = 4.00
Tc = K *[(Length ^3) /(Elevation Change) ] ^0.2
Tc = .304 *[( 800.00 * *3) /( 4.00)] * *.2
100.00 Year computed rainfall (In. /Hr.) _
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM)
SCS Curve Number for Soil(AMC 2) = 56.0
= 12.715
3.425
.044
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .888
Subarea runoff (CFS) = 30.43
Total area(ACRES) = 10.00
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 5.00 to Point /Station 3.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 57.00 Downstream Elevation (Ft.) = 54.70
Street Length (Ft.) = 450.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) = .020
Estimated mean flow rate at MIDPOINT of street = 44.12 (CFS)
Depth of flow = .55 (Ft.)
Average Velocity = 2.95 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 27.37
Flow Velocity(Ft. /Sec.) = 2.95 Depth *Velocity = 1.61
Travel time (Min.) = 2.55
Adding Area Flow To Street
100.00 Year computed rainfall
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio (AP) = .10 Max
SCS Curve Number for Soil(AMC
TC(min.) = 15.26
(In. /Hr.) = 3.069
loss rate(FM) _ .044
2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C =
.887
Depth of flow = .58 (Ft.)
Average Velocity = 3.06 (Ft. /Sec.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 29.05
Flow Velocity(Ft. /Sec.) = 3.07 Depth *Velocity = 1.78
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 5.00 to Point /Station 3.00
* ** CONFLUENCE OF MINOR STREAMS * **
e
* ** Compute Various Confluenced Flow Values * **
----------------------------------------------------------------------------
100.00 Year computed rainfall (In. /Hr.) = 3.069
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time of concentration(min.) = 15.26
Rainfall intensity (in. /hr /) = 3.07
Total flow area (Acres) = 19.00
Total runoff (CFS) at confluence point = 51.74
Area averaged loss rate (FM) = 044
Area averaged pervious ratio (AP) _ .100
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inch /hour)
---------------------------------------------------------------------- - - - - --
1 99.05
2 51.74
QSMX(1) _
+1.000 *1.000* 99.0)
+ .933 *1.000* 51.7)
147.301
QSMX (2 ) _
+1.072* .892* 99.0)
+1.000 *1.000* 51.7)
= 146.451
17.11 2.866
15.26 3.069
1i Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
99.05 51.74
Possible confluenced flow values are:
147.30 146.45
Individual Stream Area values are:
39.00 19.00
Effective Total Area values are:
- 53.78 -
Computed ed co confluence estimates are:
Runoff(CFS) 147.30 Time(min.) 17.111
Effective area as adjusted for time (Acres) = 58.00
Total main stream study area (Acres) = 58.00
Total study area average pervious area fraction(AP) _ .100
Total study area average soil loss rate(FM) _ .044
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 3.00 to Point /Station 6.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 54.70 Downstream Elevation (Ft.) = 47.60
Street Length (Ft.) = 1424.00 Curb Height (In.) = 8.
0
J il
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) _ .020
Estimated mean flow rate at MIDPOINT of street = 210.79 (CFS)
Depth of flow = .97 (Ft.)
Average Velocity = 4.85 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 15.176 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 21.82
Flow Velocity(Ft. /Sec.) = 4.85 Depth *Velocity = 4.70
P 4
Travel time (Min.) = 4.90
TC(min.) = 22.01
Adding Area Flow To Street
2.464
100.00 Year computed rainfall (In. /Hr.) _
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM)
SCS Curve Number for Soil(AMC 2) = 56.0
_ .044
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .890
Subarea runoff = 87.95 (CFS) for 50.00 Acres
Total runoff = 235.25 (CFS), Total area = 108.00 Acres
Area averaged FM value = .044
Depth of flow = 1.01 (Ft.)
Average Velocity = 5.07 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 17.178 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 19.82
Flow Velocity(Ft. /Sec.) = 5.07 Depth *Velocity = 5.12
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 3.00 to Point /Station 6.00
* ** CONFLUENCE OF MINOR STREAMS * **
100.00 Year computed rainfall (In. /Hr.) = 2.464
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 1 are:
Time of concentration(min.) = 22.01
Rainfall intensity (in. /hr /) = 2.46
Total flow area (Acres) = 108.00
Total runoff (CFS) at confluence point = 235.25
Area averaged loss rate (FM) = 044
Area averaged pervious ratio (AP) = .100
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 10.00 to Point /Station 11.00
* ** INITIAL AREA EVALUATION * **
ASSUMED INITIAL SUBAREA UNIFORM
P
J
0
'.1
U - 1
0
0
Downstream elevation = 52.00
Elevation difference = 5.00
Tc = K *[(Length ^3) /(Elevation Change) ] ^0.2
Tc = .304 *[( 1014.00 * *3) /( 5.00)] * *.2 = 14.019
100.00 Year computed rainfall (In. /Hr.) = 3.230
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .888
Subarea runoff (CFS) = 28.67
Total area(ACRES) = 10.00
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 11.00 to Point /Station 6.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 52.00 Downstream Elevation (Ft.) = 47.60
Street Length (Ft.) = 870.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) _ .020
Slope from Grade Break to Crown (Ft. /Ft.) _ .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) _ .020
Estimated mean flow rate at MIDPOINT of street = 48.75 (CFS)
Depth of flow = .57 (Ft.)
Average Velocity = 3.01 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 28.47
Flow Velocity(Ft. /Sec.) = 3.01 Depth *Velocity = 1.71
Travel time (Min.) = 4.82
Adding Area Flow To Street
100.00 Year computed rainfall
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) _ .10 Max
SCS Curve Number for Soil(AMC
TC(min.) = 18.84
(In. /Hr.) = 2.705
loss rate(FM) _ .044
2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .885
Subarea runoff = 28.81 (CFS) for 14.00 Acres
Total runoff = 57.48 (CFS), Total area = 24.00 Acres
Area averaged FM value = .044
Depth of flow = .60 (Ft.)
Average Velocity = 3.15 (Ft. /Sec.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.15 Depth *Velocity = 1.90
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 11.00 to Point /Station 6.00
* ** CONFLUENCE OF MINOR STREAMS * **
k
The flow values used for the stream: 2 are:
Time of concentration(min.) = 18.84
Rainfall intensity (in. /hr /) = 2.71
Total flow area (Acres) = 24.00
Total runoff (CFS) at confluence point = 57.48
Area averaged loss rate (FM) _ .044
Area averaged pervious ratio (AP) _ .100
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 7.00 to Point /Station 8.00
* ** INITIAL AREA EVALUATION * **
ASSUMED INITIAL SUBAREA UNIFORM
Subarea is COMMERCIAL
Initial subarea flow length = 917.00
Upstream elevation = 60.00
Downstream elevation = 54.50
Elevation difference = 5.50
Tc = K *[(Length ^3) /(Elevation Change) ] ^0.2
Tc = .304 *[( 917.00 * *3) /( 5.50)] * *.2
100.00 Year computed rainfall (In. /Hr.) _
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) _ .10 Max loss rate(FM)
SCS Curve Number for Soil(AMC 2) = 56.0
12.949
3.388
.044
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .888
Subarea runoff (CFS) = 30.09
Total area(ACRES) = 10.00
E
n
0
d
6
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 8.00 to Point /Station 6.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 54.50 Downstream Elevation (Ft.) _
Street Length (Ft.) = 1376.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) _ .020
Slope from Grade Break to Crown (Ft. /Ft.) _ .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) _ .020
Estimated mean flow rate at MIDPOINT of street = 67.71 (CFS)
Depth of flow = .64 (Ft.)
Average Velocity = 3.35 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.35 Depth *Velocity = 2.13
Travel time (Min.) = 6.85
Adding Area Flow To Street
100.00 Year computed rainfall
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio (AP) _ .10 Max
SCS Curve Number for Soil(AMC
TC(min.) = 19.80
(In. /Hr.) = 2.626
loss rate(FM) _ .044
2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
47.60
Depth of flow = .68 (Ft.)
Average Velocity = 3.57 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = .626 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.57 Depth *Velocity = 2.43
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 8.00 to Point /Station 6.00
* ** CONFLUENCE OF MINOR STREAMS * **
t l 100.00 Year computed rainfall (In /Hr.) = 2.626
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 3 are:
Time of concentration(min.) = 19.80
Rainfall intensity (in. /hr /) = 2.63
Total flow area (Acres) = 35.00
Total runoff (CFS) at confluence point = 81.33
Area averaged loss rate (FM) = .044
Area averaged pervious ratio (AP) = .100
++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
+++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 12.00 to Point /Station 13.00
* ** INITIAL AREA EVALUATION * **
ASSUMED INITIAL SUBAREA UNIFORM
Subarea is COMMERCIAL
Initial subarea flow length = 1000.00
Upstream elevation = 55.00
Downstream elevation = 50.00
Elevation difference = 5.00
Tc = K *[(Length ^3) /(Elevation Change) ] ^0.2
Tc = .304 *[( 1000.00 * *3) /( 5.00)] * *.2 = 13.902
100.00 Year computed rainfall (In. /Hr.) = 3.246
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .888
Subarea runoff (CFS) = 28.82
Total area(ACRES) = 10.00
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 13.00 to Point /Station 6.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 50.00 Downstream Elevation (Ft.) = 47.60
Street Length (Ft.) = 472.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Depth of flow = .54 (Ft.)
Average Velocity = 2.92 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 27.18
Flow Velocity(Ft. /Sec.) = 2.93 Depth *Velocity =
Travel time (Min.) = 2.69 TC(min.) = 16.59
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.919
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
1.59
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .886
Subarea runoff = 22.94 (CFS) for 10.00 Acres
Total runoff = 51.76 (CFS), Total area = 20.00 Acres
Area averaged FM value = .044
Depth of flow = .58 (Ft.)
Average Velocity = 3.06 (Ft. /Sec.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 29.08
Flow Velocity(Ft. /Sec.) = 3.06 Depth *Velocity = 1.78
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 13.00 to Point /Station 6.00
* ** CONFLUENCE OF MINOR STREAMS * **
* ** Compute Various Confluenced Flow Values * **
----------------------------------------------------------------------------
100.00 Year computed rainfall (In. /Hr.) = 2.919
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 4 are:
Time of concentration(min.) = 16.59
Rainfall intensity (in. /hr /) = 2.92
Total flow area (Acres) = 20.00
Total runoff (CFS) at confluence point = 51.76
Area averaged loss rate (FM) _ .044
Area averaged pervious ratio (AP) _ .100
Confluence information:
Stream runoff
Time
Intensity
Number (CFS)
----------------------------------------------------------------------------
(min.)
(inch /hour)
1 235.25
2 57.48
22.01
18.84
2.464
2.705
3 81.33
19.80
2.626
4 51.76
16.59
2.919
QSMX(1) _
+1.000 *1.000* 235.3)
+ .909 *1.000* 57.5)
+ .937 *1.000* 81.3)
+ .842 *1.000* 51.8)
= 407.333
QSMX(2) _
+1.100* .856* 235.3)
+1.000 *1.000* 57.5)
+1.067* .900* 235.3)
+ .970 *1.000* 57.5)
+1.000 *1.000* 81.3)
+ .898 *1.000* 51.8)
409.321
QSMX(4) _
+1.188* .754* 235.3)
+1.081* .881* 57.5)
+1.114* .838* 81.3)
+1.000 *1.000* 51.8)
393.081
Rainfall intensity and time of concentration
used for 4 streams.
Individual stream flow values are:
235.25 57.48 81.33 51.76
Possible confluenced flow values are:
407.33 406.58 409.32 393.08
Individual Stream Area values are:
108.00 24.00 35.00 20.00
Effective Total Area values are:
187.00 169.76 176.15 151.89
Computed confluence estimates are:
Runoff(CFS) = 409.32 Time(min.) = 19.796
Effective area as adjusted for time (Acres) = 176.15
Total main stream study area (Acres) = 187.00
Total study area average pervious area fraction(AP) _ .100
Total study area average soil loss rate(FM) _ .044
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 6.00 to Point /Station 14.00
* ** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) * **
Upstream point elevation = 43.83
Downstream point elevation = 41.47
Flow length(Ft.) = 800.00 Mannings N = .013
No. of pipes = 1 Required pipe flow (CFS) = 409.32
Nearest 3 Inch Pipe Diameter (In.) = 87.00
Calculated Individual Pipe flow (CFS) = 409.32
Normal flow depth in pipe = 81.00 (In.)
Flow top width inside pipe = 44.09 (In.)
Travel time (Min.) = 1.30 TC(min.) = 21.10
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 14.00 to Point /Station 15.00
* ** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) * **
Upstream point elevation = 41.47
Downstream point elevation = 35.22
Flow length(Ft.) = 1250.00 Mannings N = .013
No. of pipes = 1 Required pipe flow (CFS) = 409.32
Nearest 3 Inch Pipe Diameter (In.) = 81.00
Calculated Individual Pipe flow (CFS) = 409.32
Normal flow depth in pipe = 66.28 (In.)
Flow top width inside pipe = 62.47 (In.)
Travel time (Min.) = 1.60 TC(min.) = 22.69
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 14.00 to Point /Station 15.00
* ** CONFLUENCE OF MAIN STREAMS * **
** *_Compute Various _Confluenced_ Flow _ Values
__ * * *____________________________
k
G
0
El
The flow values used for the stream: 2 are:
Time of concentration(min.) = 22.69
Rainfall intensity (in. /hr /) = 2.42
Total flow area (Acres) = 176.15
Total runoff (CFS) at confluence point = 409.32
Area averaged loss rate (FM) = 044
Area averaged pervious ratio (AP) = .100
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inch /hour)
---------------------------------------------
1 351.93
2 409.32
QSMX(1) =
+1.000 *1.000* 351.9)
+ .801 *1.000* 409.3)
- 679.672
QSMX(2) =
+1.249* .696* 351.9)
+1.000 *1.000* 409.3)
= 715.073
32.62 1.946
22.69 2.419
Rainfall intensity and time of concentration
used for 2 MAIN streams.
Individual stream flow values are:
351.93 409.32
Possible confluenced flow values are:
679.67 715.07
Individual Stream Area values are:
200.81 176.15
Effective Total Area values are:
376.96 315.84
Computed confluence estimates are:
Runoff(CFS) = 715.07 Time(min.) = 22.695
Effective area as adjusted for time (Acres) = 315.84
Total main stream study area (Acres) = 376.96
Total study area average pervious area fraction(AP) = .100
Total study area average soil loss rate(FM) = .044
9 ++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 15.00 to Point /Station 16.00
* ** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) * **
Upstream point elevation = 35.22
Downstream point elevation = 31.70
Flow length(Ft.) = 730.00 Mannings N = .013
No. of pipes = 1 Required pipe flow (CFS) = 715.07
Nearest 3 Inch Pipe Diameter (In.) = 99.00
Calculated Individual Pipe flow (CFS) = 715.07
Normal flow depth in pipe = 85.31 (In.)
Flow top width inside pipe = 68.34 (In.)
Travel time (Min.) = .83 TC(min.) = 23.53
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 15.00 to Point /Station 16.00
* ** CONFLUENCE OF MAIN STREAMS * **
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
9 100.00 Year computed rainfall (In. /Hr.) = 2.367
Total runoff (CFS) at confluence point = 715.07
Area averaged loss rate (FM) = .044
Area averaged pervious ratio (AP) = .100
C .
Program is now starting with MAIN STREAM NO. 2
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 20.00 to Point /Station 31.00
* ** INITIAL AREA EVALUATION * **
ASSUMED INITIAL SUBAREA UNIFORM
Subarea is COMMERCIAL
Initial subarea flow length = 760.00
Upstream elevation = 100.70
Downstream elevation = 94.70
Elevation difference = 6.00
Tc = K *[(Length ^3) /(Elevation Change) ] ^0.2
Tc = .304 *[( 760.00 * *3) /( 6.00)] * *.2
100.00 Year computed rainfall (In. /Hr.) _
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM)
SCS Curve Number for Soil(AMC 2) = 56.0
= 11.369
3.663
.044
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .889
Subarea runoff (CFS) = 26.05
Total area(ACRES) = 8.00
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
t Process from Point /Station 31.00 to Point /Station 32.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 94.70 Downstream Elevation (Ft.) _
Street Length (Ft.) = 540.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) = . 020
Estimated mean flow rate at MIDPOINT of street = 59.44 (CFS)
Depth of flow = .61 (Ft.)
Average Velocity = 3.18 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.18 Depth *Velocity = 1.94
Travel time (Min.) = 2.83
Adding Area Flow To Street
100.00 Year computed rainfall
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max
SCS Curve Number for Soil(AMC
TC(min.) = 14.20
(In. /Hr.) = 3.205
loss rate(FM) _ .044
2) = 56.0
92.00
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .888
Subarea runoff = 55.02 (CFS) for 20.50 Acres
Average Velocity = 3.57 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = .601 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.57 Depth *Velocity = 2.42
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 32.00 to Point /Station 33.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 92.00 Downstream Elevation (Ft.) _
Street Length (Ft.) = 610.00 Curb Height (In.) = 8.
x Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) _ .020
Slope from Grade Break to Crown (Ft. /Ft.) _ .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) _ .020
Estimated mean flow rate at MIDPOINT of street = 81.08 (CFS)
Depth of flow = .68 (Ft.)
Average Velocity = 3.54 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = .723 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.54 Depth *Velocity =
Travel time (Min.) = 2.87 TC(min.) = 17.07
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.870
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Cur
Effective Runoff
Subarea runoff =
Total runoff =
Area averaged FM
2.41
ve Number for AMC 3 = 75.8
Coefficient used for total area (Q =CIA) is C = .886
.00 (CFS) for .00 Acres
81.08 (CFS), Total area = 28.50 Acres
value = .044
Depth of flow = .68 (Ft.)
Average Velocity = 3.54 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = .723 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 3.54 Depth *Velocity = 2.41
89.00
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 33.00 to Point /Station 34.00
Upstream Elevation (Ft.) = 89.00 Downstream Elevation (Ft.) = 79.50
Street Length (Ft.) = 1065.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) = .020
Estimated mean flow rate at MIDPOINT of street = 121.62 (CFS)
Depth of flow = .71 (Ft.)
Average Velocity = 4.89 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 2.310 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 4.88 Depth *Velocity = 3.48
Travel time (Min.) = 3.63 TC(min.) = 20.70
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.556
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .885
Subarea runoff = 47.80 (CFS) for 28.50 Acres
Total runoff = 128.88 (CFS), Total area = 57.00 Acres
Area averaged F4 value = .044
Depth of flow = .73 (Ft.)
Average Velocity = 4.95 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 3.189 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 4.95 Depth *Velocity = 3.61
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 34.00 to Point /Station 35.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 79.50 Downstream Elevation (Ft.) = 71.20
Street Length (Ft.) = 925.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) = .020
Estimated mean flow rate at MIDPOINT of street = 152.62 (CFS)
Depth of flow = .78 (Ft.)
Average Velocity = 5.15 (Ft. /Sec.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 5.15 Depth *Velocity =
Travel time (Min.) = 2.99 TC(min.) 23.70
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.357
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
4.03
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .883
Subarea runoff = 33.51 (CFS) for 21.00 Acres
Total runoff = 162.40 (CFS), Total area = 78.00 Acres
Area averaged FM value = .044
Depth of flow = .80 (Ft.)
Average Velocity = 5.22 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 6.802 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 30.00
Flow Velocity(Ft. /Sec.) = 5.22 Depth *Velocity = 4.19
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 35.00 to Point /Station 36.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 71.20 Downstream Elevation (Ft.) = 57.30
Street Length (Ft.) = 1541.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) = .020
Estimated mean flow rate at MIDPOINT of street = 190.40 (CFS)
_
Depth of flow .85 (Ft.)
Average Velocity = 5.56 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 8.926 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 28.07
Flow Velocity(Ft. /Sec.) = 5.56 Depth *Velocity = 4.70
Travel time (Min.) = 4.62 TC(min.) = 28.31
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 2.119
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
Effective Runoff Coefficient used for total area (Q =CIA) is C = .881
Subarea runoff = 33.46 (CFS) for 26.90 Acres
Total runoff = 195.85 (CFS), Total area = 104.90 Acres
Area averaged FM value = .044
Depth of flow = .85 (Ft.)
Average Velocity = 5.63 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 9.317 (Ft.)
Streetflow Hydraulics at ENDPOINT of street travel
Halfstreet Flow Width(Ft.) = 27.68
Flow Velocity(Ft. /Sec.) = 5.62 Depth *Velocity = 4.80
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 36.00 to Point /Station 37.00
* ** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION * **
Upstream Elevation (Ft.) = 57.30 Downstream Elevation (Ft.) = 47.40
Street Length (Ft.) = 1090.00 Curb Height (In.) = 8.
Street Halfwidth (Ft.) = 30.00
Distance From Crown to Crossfall Grade Break (Ft.) = 23.00
Slope from Gutter to Grade Break (Ft. /Ft.) = .020
Slope from Grade Break to Crown (Ft. /Ft.) = .020
Number of Halfstreets Carrying Runoff = 2
Distance from curb to property line (Ft.) = 7.00
Slope from curb to property line (Ft. /Ft.) = .020
Estimated mean flow rate at MIDPOINT of street = 216.39 (CFS)
Depth of flow = .88 (Ft.)
Average Velocity = 5.86 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 10.733 (Ft.)
Streetflow Hydraulics at MIDPOINT of street travel
Halfstreet Flow Width(Ft.) = 26.27
Flow Velocity(Ft. /Sec.) = 5.87 Depth *Velocity = 5.17
Travel time (Min.) = 3.10 TC(min.) = 31.41
Adding Area Flow To Street
100.00 Year computed rainfall (In. /Hr.) = 1.991
Soil classification is "B"
COMMERCIAL subarea type
Pervious ratio(AP) = .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .880
Subarea runoff = 26.46 (CFS) for 22.00 Acres
Total runoff = 222.31 (CFS), Total area = 126.90 Acres
Area averaged FM value = .044
Depth of flow = .89 (Ft.)
Average Velocity = 5.93 (Ft. /Sec.)
WARNING: DEPTH OF FLOW EXCEEDS TOP OF CURB
Distance that curb overflow reaches into property is = 11.124 (Ft.)
r l Streetflow Hydraulics at ENDPOINT of street travel
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 36.00 to Point /Station 37.00
* ** CONFLUENCE OF MINOR STREAMS * **
# ----------------------------------------------------------------------------
100.00 Year computed rainfall (In. /Hr.) = 1.991
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 1 are:
Time of concentration(min.) = 31.41
Rainfall intensity (in. /hr /) = 1.99
Total flow area (Acres) = 126.90
Total runoff (CFS) at confluence point = 222.31
Area averaged loss rate (FM) = 044
Area averaged pervious ratio (AP) _ .100
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
E, Process from Point /Station 38.00 to Point /Station 37.00
* ** INITIAL AREA EVALUATION * **
ASSUMED INITIAL SUBAREA UNIFORM
Subarea is COMMERCIAL
Initial subarea flow length = 1000.00
Upstream elevation = 55.00
Downstream elevation = 47.40
Elevation difference = 7.60
Tc = K *[(Length ^3) /(Elevation Change)]-0.2
Tc = .304 *[( 1000.00 * *3) /( 7.60)] * *.2 = 12.785
100.00 Year computed rainfall (In. /Hr.) = 3.413
Soil classification is "B"
am COMMERCIAL subarea type
Pervious ratio(AP) _ .10 Max loss rate(FM) _ .044
SCS Curve Number for Soil(AMC 2) = 56.0
Adjusted SCS Curve Number for AMC 3 = 75.8
Effective Runoff Coefficient used for total area (Q =CIA) is C = .888
Subarea runoff (CFS) = 36.39
Total area(ACRES) = 12.00
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 38.00 to Point /Station 37.00
* ** CONFLUENCE OF MINOR STREAMS * **
* ** Compute Various Confluenced Flow Values * **
----------------------------------------
100.00 Year computed rainfall (In. /Hr.) = 3.413
ALONG THE MAIN STREAM NUMBER: 1
The flow values used for the stream: 2 are:
Time of concentration(min.) = 12.79
Rainfall intensity (in. /hr /) = 3.41
Total flow area (Acres) = 12.00
Total runoff (CFS) at confluence point = 36.39
Area averaged loss rate (FM) _ .044
Area averaged pervious ratio (AP) _ .100
Confluence information:
Stream runoff Time Intensity
Number (CFS) (min.) (inch /hour)
---------------------------------------------------------------------- - - - - --
1 222.31 31.41 1.991
2 36.39 12.79 3.413
QSMX(2) =
+1.731* .407* 222.3)
+1.000 *1.000* 36.4)
- 193.025
1
Rainfall intensity and time of concentration
used for 2 streams.
Individual stream flow values are:
222.31 36.39
Possible confluenced flow values are:
[s
243.34 193.02
Individual Stream Area values are:
126.90 12.00
Effective Total Area values are:
138.90 63.65
Computed confluence estimates are:
Runoff(CFS) = 243.34 Time(min.)
Effective area as adjusted for time
Total main stream study area (Acres)
= 31.412
(Acres) = 138.90
138.90
Total study area average pervious area fraction(AP) _ .100
Total study area average soil loss rate(FM) = .044
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
Process from Point /Station 37.00 to Point /Station 16.00
* ** PIPEFLOW TRAVEL TIME (PROGRAM ESTIMATED SIZE) * **
Upstream point elevation = 35.57
Downstream point elevation = 31.57
Flow length(Ft.) = 763.00 Mannings N = .013
No. of pipes = 1 Required pipe flow (CFS) = 243.34
E l Nearest 3 Inch Pipe Diameter (In.) = 66.00
Calculated Individual Pipe flow (CFS) = 243.34
Normal flow depth in pipe = 54.19 (In.)
Flow top width inside pipe = 50.60 (In.)
Travel time (Min.) = 1.09 TC(min.) = 32.50
++++++++++++++++++++++++++++++++++++++++++++ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ++
r: Process from Point /Station 37.00 to Point /Station 16.00
* ** CONFLUENCE OF MAIN STREAMS * **
* ** Compute Various Confluenced Flow Values * **
------------------------------------------------
FOLLOWING DATA INSIDE MAIN STREAM ARE CALCULATED
Ell
100.00 Year computed rainfall (In. /Hr.)
The flow values used for the stream: 2
Time of concentration(min.) = 32.50
Rainfall intensity (in. /hr /) = 1.95
Total flow area (Acres) = 138.90
Total runoff (CFS) at confluence point
Area averaged loss rate (FM) = .044
= 1.950
are:
243.34
Area averaged pervious ratio (AP) = .100
Confluence information:
Stream runoff Time
Intensity
Number (CFS)
(min.)
(inch /hour)
-------------------------------------------------
1 715.07
23.53
2.367
2 243.34
32.50
1.950
QSMX (1) =
+1.000 *1.000* 715.1)
+1.219* .724* 243.3)
= 929.777
= 830.003
Rainfall intensity and time of concentration
used for 2 MAIN streams.
Individual stream flow values are:
715.07 243.34
Possible confluenced flow values are:
929.78 830.00
Individual Stream Area values are:
315.84 138.90
Effective Total Area values are:
416.39 454.74
a ________________________________________________
Computed confluence estimates are:
Runoff(CFS) = 929.78 Time(min.) = 23.528
Effective area as adjusted for time (Acres) _
Total main stream study area (Acres) = 454.74
416.39
Total study area average pervious area fraction(AP) _ .100
Total study area average soil loss rate(FM) _ .044
'A
v
End of computations.. , the following figures may
be used for a unit hydrograph study of the same area.
Note: These figures do not consider reduced effective area
effects caused by confluences in the rational equation.
TOTAL STUDY AREA(ACRES) = 534.00
AREA AVERAGED PERVIOUS AREA FRACTION(AP) _ .100
AREA AVERAGED SCS CURVE NUMBER = 56.0
ADJUSTED SCS CURVE NUMBER FOR AMC 3 = 75.8
'-----------------------------------------------------------
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN 8ERNARDINO CO. HYDROLOGY CRITERION)
Cooyright 1983 Advanced Engineering Software (aes)
Ver. 4.1C Release Date: 5/11/87 Serial # I00908
HALL & FOREMAN
************************** DESCRIPTION OF STUDY **************************
* PRELIMINARY HYDROLOGY STUDY FOR JURUPA S.D. FROM SIERRA TO OLEANDER *
* Q 100 YR. AREA COVERED 1697.23 AC . SEE EXHIBIT "A" *
* INTHE CITY OF FONTANA, JN 4013 *
**************************************************************************
FILE NAME: CYPRESS.DAT
TIME/DATE OF STUDY: 8:41 2/26/1988
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================
��
�� -- *TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = Q0.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = .95
*USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL*
SLOPE OF INTENSITY DURATION CURVE = .6000
USER SPECIFIED 1-HOUR INTEN8ITY(INCH/H8UR) = 1.3500
FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 7
---- _------- _---- _---- _____---- ____ ---- _____---- ____ ---- __________________
}>}>}USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<(<(
============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS:
_~ TC(MIN) = 16.65 RAIN INTENSITY<INCH/HOUR) = 2.91
EFFECTIVE AREA(ACRES) = 268.01
TOTAL AREA(ACRES) = 302.90 PEAK FLOW RATE(CFS) = 619.91 '
AVERAGED LOSS RATE, Fm(lN/HR) '470
****************************************************************************
— FLOW PROCESS FROM NODE 1.00 TO NODE 25.00 IS CODE = 1
____________________________________________________________________________
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(<(<
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MINUTES) = 16.65
RAINFALL INTENSITY (INCH./HOUR) = 2.91
EFFECTIVE STREAM AREA(ACRES) = 268.01
TOTAL STREAM AREA(ACRES) = 302 . 90
PEAK FLOW RATE(CFS) AT CONFLUENCE = 619.91
»***************************************************************************
0� FLOW PROCESS FROM NODE 2.069 TO NODE 2.00 IS CODE = 7
____________________________________________________________________________
}})>}USER SPECIFIED HYDROLOGY INFORMATION AT NODW<<<
USER-SPECIFIED VALUES ARE AS FOLLOWS:
EFFECTIVE AREA(ACRES) = 416.39 / c
TOTAL AREA(ACRES) = 534.v PEAK FLOW RATE(CFS> 929 7�
. = .
AVERAGED LOBS RATE. Fm ��
(IN/HR) = .Q44 -
FLOW PROCESS FROM NODE 2.00 TO NODE 25.00 IS CODE = 1
____________________________________________________________________________
}}>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE < < < < <
- CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MINUTES) = 32.53
�B RAINFALL INTENSITY (INCH./HOUR) = 1.95
EFFECTIVE STREAM AREA(ACRES) = 416.39
TOTAL STREAM AREA(ACRES) = 534.00
PEAK FLOW Rf4TE(CFS) AT CONFLUENCE 929.78
U�
,�
****************************** ************************************
FLOW PROCESS FROM NODE 51.00 TO NODE 52.00 IS CODE = �
____________________________________________________________________________
}}>}>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<((((
�� NATURAL AVERAGE COVER
TC = K*[(LB1GTH** 3.00)/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 204@.00
DOWNSTREAM ELEVATION = 1800.00
ELEVATION DIFFERENCE = 240.14 ') 0
=^ TC = .7@6*[( 1000.00** 3.00) /( 240.@0) ]** .2N = 14.885
100 YEAR RAINFALL INTENSITY(INCH/HOUR> = 3.116
SOIL CLASSIFICATION IS "B"
E NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) = .5600
SUBAREA RUNOFF(CFS) = 22.98
TOTAL AREA(ACRES) = 9.99 PEAK FLOW RATE(CFS) = 22.98
****************************************************************************
FLOW PROCESS FROM NODE 52.@0 TO NODE 53.00 IS CODE = �
]�
.� __________-_________________________________________________________________
>>}>>COMPUTE TRAPEZOIDAL-CHANNEL FLOW(<<(<
)>}>>TRAVELT; IME THRU SUBAREA <<(<(
UPSTREAM NODE ELEVATION = 1800.00
DOWNSTREAM NODE ELEVATION = 1420.00
CHANNEL LENGTH THRU SUBAREA (FEET) = 900.@0
o�
f. BASE (FEET) = 10.00 "Z" FACTOR = 2.0(90
MANNINGS FPCTOR = .0269 MAXIMUM DEPTH(FEET) = 5.00
CHANNEL =LOW THRU SUBAREA(CFS) = 22.98
N�
FLOW VELOCITY(FEET/SEC) = 12.63 FLOW DEPTH(FEET) = .18
TRAVEL TTME(MIN.) = 1.19 TC(MIN.) = 16.07
****************************************************************************
FLOW PROCESS FROM NODE 52.00 TO NODE 53.610 IS CODE = 8
0� ----------------------------------------------------------------------------
)>>>}ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<(<(
============================================================================
100 YEAR RAINFALL lNTENSITY(lNCH/HOUR) = 2.976
N� SOIL CLASSIFICATION IS "B"
NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE" Fm(INCH/HR) = .5600
SUBAREA AREA(ACRES) = 19.85 SUBAREA RUNOFF(CFG) = 43.15
EFFECTIVE AREA(ACRES) = 29.84
AVERAGED Fm(INCH/HR) = .560
PEAK FLOW RATE(CFS) = 64.87
TC(MIN} = 16.07
****************************************************************************
FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 5
0� ----------------------------------------------------------------------------
}>}}}COMPUTE TRAPEZOIDAL-CHANNEL FLOW<((<(
}>>>>TRAVELTIME THRU SUBAREA<((<<
-- UPSTREAM NODE ELEVATION = 1420.00
DOWNSTREAM NODE ELEVATION = 1110.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 1800.00
0�
CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000
MANNINGS FACTOR = .0269 MAXIMUM DEPTH(FEET) = 5.00
CHANNEL FLOW THRU SUBAREA(CFS) = 64.87
FLOW VELOCITY(FEET/SEC) = 16.27 FLOW DEPTH(FEET) = .37
m� TRAVEL TIME(MlN.) = 1.84 TC(MlN.) = 17.92
****************************************************************
FLOW PROCESS FROM NODE 53.00 TO NODE 54.00 IS CODE = 8
�[ --- --- SUBAREA --------- -- MAINLINE --------- ----- FL0W<(<<( --------------------------------
��
============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.788
c SOIL CLASSIFICATION IS "B"
NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) = .5600
SUBAREA AREA(ACRES) = 59.71 SUBAREA RUNOFF(CFS) = 119.72
�H EFFECTIVE AREA(ACRES) = 89.55
U�
~~ AVERAGED Pm(INCH/HR) = .560
TOTAL AREA(ACRES) = 89.55
PEAK FLOW RATE<CFS> = 179.55
TC(MIN) = 17.92
****************************************************************************
~~ FLOW PROCESS FROM NODE 54.00 TO NODE 25.069 IS CODE = 5
____________________________________________________________________________
}>>>}COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<<(
>}>>>TRAVELTIME THRU SUBAREA<((((
============================================================================
UPSTREAM NODE ELEVATION = 1110.00
DOWNSTREAM NODE ELEVATION = 1056.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 1650.069
CHANNEL SASE(FEET) = 10.014) "2" FACTOR = 2.000
N� MANNIN8S FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.069
CHANNEL FLOW THRU SUBAREA(CFS) = 179.55
FLOW VELOCITY(FEET/SEC) = 12.66 FLOW DEPTH(FEET) = 1.15
TRAVEL TIME(MIN.) = 2.17 TC(M1N.) = 20.09
****************************************************************************
FLOW PROCESS FROM NODE 54.00 TO NODE 25.00 IS CODE = 8
____________________________________________________________________________
>}>}}ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(<(<<
N� 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.603
SOIL CLASSIFICATION IS "B"
NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm<INCH/HR> = .56100
SUBAREA AREA(ACRES) = 28.86 SUBAREA RUNOFF(CFS) = 53.06
EFFECTIVE AREA(ACRES) = 118.41
AVERAGED Fm<INCH/HR> = .5669
TOTAL AREA(ACRES) = 118.41
i�
PEAK FLOW RATE(CFS) = 217.71
****************************************************************************
m� FLOW PROCESS FROM NODE 54.00 TO NODE 25.00 IS CODE = �
____________________________________________________________________________
}>>}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<(((
}})>}AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES(((<(
============================================================================
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
0� TIME OF CONCENTRATION(MINUTES) = 20.09
V�
RAINFALL INTENSITY (INCH./HOUR) = 2.60
EFFECTIVE STREAM AREA(ACRES) = 118.41
TOTAL STREAM AREA(ACRES) = 118.41
m� PEAK FLOW RATE(CFS) AT CONFLUENCE = 217.71
CONFLUENCE INFORMATION:
M� STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE
NUMBER RATE(CFS) (MIN.) (INCH/HOUR) (IN/HR) AREA(ACRES)
0� 1 619.91 16.65 2.913 .47 268.01
2 929.78 32.53 1.949 .04 416.39
3 217.71 20.09 2.603 .56 118.41
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
SUMMARY RESULTS:
STREAM CONFLUENCE EFFECTIVE
NUMBER Q(CFS) AREA(ACRES)
_____________________________________________
�� 1 1544.49 579.29
��
~~ 2 1453.16 802.81
3 1530.08 643.57
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
L PEAK FLOW RATE(CFS) = 1544.49 TIME(MINUTES) = 16.650
EFFECTIVE AREA(ACRES) = 579.29
TOTAL AREA(ACRES) = 955.31
****************************************************************************
PLOW PROCESS FROM NODE 25.00 TO NODE 46.00 I8 CODE = 33
m� ----------------------------------------------------------------------------
}>}>}COMPUTE PIPEFLOW TRAVELTIME THRU SUBAAEA<<<<<
>}>>>USlNG COMPUTER-ESTIMATED PlPESIZE (NON-PRESSURE FLOW)(((((
DEPTH OF FLOW IN 114.0 INCH PIPE IS 93.2 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 24.9
UPSTREAM NODE ELEVATION = 1056.00
DOWNSTREAM NODE ELEVATION = 1040.00
PLOWLENGTH(FEET) = 1320.00 MANNlNGS N = .013
ESTIMATED PIPE DIAMETER(INCH) = 114.00 NUMBER OF PIPES = 1
PIPEFLOW THRU SUBAREA(CFS) = 1544.49
TRAVEL TIME<MIN.> = .88 TC(MIN.) = 17.53
****************************************************************************
FLOW PROCESS FROM NODE 25.069 TO NODE 46.00 IS CODE = 1
_________________________________________________________________-__________
>>>>}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MINUTES) = 17.53
RAINFALL INTENSITY (INCH./HOUR) = 2.82
EFFECTIVE STREAM AREA(ACRES) = 579.29
TOTAL STREAM AREA(ACRES) = 955.31
PEAK FLOW RATE(CFS) AT CONFLUENCE = 1544.49
7 LOW _ _ _ ___ _ _ PROCESS FROM NODE 140.0� TO NODE 141.00 IS CODE = 2
_________________________________________________________________
>}>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS((((<
============================================================================
NATURAL AVERAGE COVER
TC = K*[(LENGTH** 3.00}/(ELEVATION CHANGE)]** .20
INITIAL SUBAREA FLOW-LENGTH = 10069.00
v�
UPSTREAM ELEVATION = 1500.00
DOWNSTREAM ELEVATION = 1130.00
ELEVATION DIFFERENCE = 370.00
]�
=� TC = .706*[( 1000.00** 3.00)/( 370.00)]** .20 = 13.651
100 YEAR RAINFALL INTENSITY(INCH/HOUR> = 3.282
SOIL CLASSIFICATION IS "B"
NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE. Fm(lNCH/HR) = .5600
SUBAREA RUNOFF(CFS) = 18.54
m� TOTAL AREA(ACRES) = 7.57 PEAK FLOW RATE(CFS) = 18.54
****************************************************************************
FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 5
m� ----------------------------------------------------------------------------
}>>}>COMPUTE TRAPEZOIDAL-CHANNEL FLOW<<<(<
)>>}}TRAVELTIME THRU SUBAREA<<(<<
UPSTREAM NODE ELEVATION = i130.00
DOWNSTREAM NODE ELEVATION = 1070.00
�N CHANNEL LENGTH THRU SUBAREA(FEET) = 550.069
U�
~~ CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.000
MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.00
CHANNEL FLOW THRU SUBAREA(CFS) = 18.54
FLOW VELOCITY(FEET/SEC) = a.28 PLOW DEPTH(FEET) = .21
TRAVEL TIME(MIN.) = 1.11 TC(MIN.) = 14.76
****************************************************************************
FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 8
--- PEAK FLO_______W((<<< __-_________________-________
�� >>}>>ADDITION OF SUBAREA TO MAINLINE
============================================================================
100 YEAR RAINFALL INTENSlTY(INCH/HOUR) = 3.132
SOIL CLASSIFICATION I8 "A"
~� NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR} = .5600
SUBAREA AREAIACR"S) = 13.63 SUBAREA RUNOFF(CF8) = 31.55
EFFECTIVE AREA(ACRES) = 21.20
AVERAGED Fm(INCH/HR) = .560
TOTAL AREA(ACRES) = 21.20
PEAK FLOW RATE(CFS) = 49.07
TC(MIN) = 14.76
FLOW PROCESS FROM NODE 142.00 TO NODE 46.00 IS CODE = 5
____________________________________________________________________________
}>>>}COMPUTE TRAPEZOIDAL-CHANNEL FLOW<(<<<
8�
}>>>}TRAVELTIME THRU SUBAREA<(<((
============================================================================
UPSTREAM NODE ELEVATION = 1070.00
N� DOWNSTREAM NODE ELEVATION = 1040.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 300.00
CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 2.0069
MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.00
�� CHANNEL FLOW THRU SUBAREA(CFS) = 49.07
TRAVEL TIME(MIN.) = .41 TC(MIN.) = 15.16
+***************************************************************************
ALDU PROCESS FROM NODE 142.00 TO NODE 46.00 IS CODE = 8
_______________________
�� }>}}>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<(<
============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.081
SOIL CLASSIFICATION IS "B"
v�
NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR)
SUBAREA AREA(ACRES) = 17.41 SUBAREA RUNOFF(CFS) = S9.50
EFFECTIVE AREA(ACRES) = S8.61
w� AVERAGED Fm(INCH/HR) = .E60
TOTAL AREA(ACRES) = 38.61
PEAK FLOW RATE(CFS) = 87.61
7C<MlN> = 15.16
****************************************************************************
FLOW PROCESS FROM NODE 142.00 TO NODE 46.00 IS CODE = 1
----------------------------------------------------------------------------
}}}>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<(<
============================================================================
1ONFLUENCE VALUES USED FOR INDEPENDENT STREAM L ARE:
77ME OF CONCENTRATION(MINUTES) = i5.16
RAINFALL INTENSITY (INCH./HOUR) = i.08
EFFECT7VE STREAM AREA(ACRES) = 38.61
TOTAL STREAM AREA(ACRES) = 38.61
oEAK FLOW RATE(CFS) AT CONFLUENCE = 87.61
****************************************************************************
N� FLOW PROCESS FROM NODE 41.00 TO NODE 42.00 IS CODE = 2
____________________________________________________________________________
>>>>}RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<(<
w� OEVELOPMENT 1S SINGLE FAMILY RESIDENTIAL -} 2 DWELLINGS/ACRE
T C = w*LENGTH** 3.00)/(ELEVATION CHANGE) 3** .20
[ (
W�TIAL SUBAREA FLOW-LENGTH = 350.00
UPSTREAM ELEVATION = 1105.00
7OWNSTREAM ELEVATION = 1095.00
ELEVATION DIFFERENCE = 10.00
' 438*[ ( 350.00** 3.00)/( 10.00)3** .20 ls. S17
!00 YEAR RAINFALL INTEN8ITY(INCH/HOUR) = 3.004
SOIL CLASSIFICATION IS "A"
N� PESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = .6790
SUBAREA RUNOFF<CFS> = 19.74
TOTAL AREA (ACRES) = 9.43 PEAK FLOW RATE(CFS) = 19.74
§ PLOW PROCESS FROM NODE 42.00 TO NODE 43.00 IS CODE = E,
____________________________________________________________________________
�
}}}>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA(<(<(
N� UPSTREAM ELEVATION = 1095.00 DOWNSTREAM ELEVATION = 1085.00
STREET LENGTH(FEET) = 700.00 CURB HEIGTH(INCHES} = 8.
�TREET HALFWIDTH<FEET> = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.00
lNTERIOR STREET CROSSFALL(DECIMAL> = .017
0B OUTSIDE STREET CROSSFALL(DECIMAL) = .017
m�
**TRAVELTIME COMPUTED USING MEAN FLOW(CF5) = 16.05
97REETFLOW MODEL RESULTS:
~~ STREE7 FLGADEPTH(FEET) = lE
mALFSTREET FLOODWIDTH(FEET) = L2.E_�
AVERAGE FLOW VELOCITY(FEET/SEC.) = ,.11
PRODUCT OF DEPTH&VELOCITY = 2.25
57REETFLOW TRAVELTIME(MIN) = 2.84 TC(MIu) = 18.66
T00 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.721
SOIL CLASSIFICATION IS "A"
.RESIDENTIAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE. Tm(TNCH/HR) = .6790
SUBAREA AREA(ACRES) = 18.78 NUBAREA FUNOFF(CFS) = 34.01
'
~~ ��FFECTIVE AREA(ACRES) = 28. 21
AVERAGED Fm(INCH/HR) = .679
TOTAL AREA(ACRES) = 28.21 PEAK FLOW RATE(CFS) =
M� END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .61 HALFSTREET FLOODWIDTHIPEET> = 26.50
FLOW VELOCITY(FEET/SEC.) = 4.2O DEPTH*VELOCITY = 2.58
********************************************+*******************************
FLOW PROCESS FROM NODE 43.00 TO NODE -4.00 IS CODE = 'S
-___________________________________________________________________________
;;?;COMPUTE STREETFLOW TRAVELTIME 7�RU SUPAREA</(<<
============================================================================
�PSTREAM ELEVATION = 1085.00 DOWNSTREAM ELEVATION = 1370.00
�TREET LENGTH(FEET) = 1800.80 CURB HEIG74(INCHES} = 1.
_57REET HALFWIDTH(FEET) = 32.00
�
�
DISTANCE FROM CROWN TO CROSSFALL ORADEBREAK = 16.00
INTERIOR STREET CROSSFALL(DECIMAL) = .017
� OUTSIDE STREET CROSSFALL(DECINAL) = .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
-
**TRAVELTIME COMPUTED USING MEAN FLON(CFS) = 93.0-5
***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS:
�
~
NOTE: ATREETFLOW EXCEEDS 73P 0 CURB.
7HE FOLLOWING STREETFLOW RESULTS ARE EASED ON THE ASSUMPTION
7HAT MEGLI8LE FLOW OCCURS OUTSIDE [F 7 WE STREET CHANNEL.
� THAT IS~ ALL FLOW ALONG THE PARKWAY. ETC.. !S NEGLECTED.
STREET FLOWDEPTH(FEET) = .78
HALFSTREET FLOODWIDTH(FEET) = 12.00
AVERAGE FLOW VELOCITY(FEET/SEC ) = 4 23
� . .
oRODUCT OF DEPTH&VELOCITY = 3.2'D
�@ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = E.243
SOIL CLASSIFICATION IS "B"
RESIDENTIAL-} 2 DWELLINGS/ACRE SUBAREA LOSS RATE. Am(INCH/HR) = .5250
U0 SUBAREA AREA(ACRES) = 53.51 SUBAREA RUNOFF(CFS) = 32.7�_
EFFECTIVE AREA(ACRES) = 81.72
AVERAGED Fm(INCH/HR) = .578
10TAL AREA(ACRES) = 81.72 PEAK FLOW R�TE(CFS> = 122 43
NN _ ,
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = .84 HALFSTREET FLOODWIDTH(FEET) = 32.00
FLOW VELOCITY(FEET/SEC.) = 4.72 DEPTH*VELOCITY = 3.94
�
+***************************************************************************
NN FLOW PROCESS FROM NODE 44.00 TO NODE 45.00 IS CODE = 6
____________________________________________________________________________
>}}})COMPUTE STREETFLOW TRAVELTIME 7HRU SUBAREA<<<<<
UPSTREAM ELEVATION = 1070.00 DOWNSTREAM ELEVATION = 1042°00
STREET LENGTH(FEET) = 3300.00 CURB HEIGTH ( INCHES) = S.
STREET HALFWIDTH (FEET) = 32.00
J.:8TANCE FROM CKWN TO CROSSFALL GRADEBREAK = i:,.00
INTERIOR STREET CROSSFALL (DECIMAL) = . 017
aUTSIDE STREET CROSSFALL (DECIMAL) = . 017
SPECI7IED NUMBER '::: HALFSTREETS CARRYING ;LUNOFF = 2
**TRAVELTINE COMPUTED USING MEAN FLOW(CFS) = 198.55
.'**8TREET FLOWING FULL***
' 3TREETFLOW MODEL :;ESULTS:
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREETFLOW RESULTS ARE SASED ON THE ASSUMPTION
THAT EGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ITC., :8 NEGLECTED.
STREET FLOWDEPTH(FEET) = .95
HALFSTREET FLOODWIDTH(FEET) = 32.00
AVERAGE FLOW VELOCITY(FEET/8EC.) = '3.94
PRODUCT OF DEPTH&VELOCITY = 5.66
STREETFLOW TRAVELTIME(MIN) = 9.26 TC(MIN) = :::5.00
l30 YEAR PAINFALL MITENSITY(INCH/HOUR) = '.865
:OIL CLASSIFICATiZi IS "8"
`�SIDENTlAL-/ 2 1 SUBAREA L08S FITE. 1:'x ( IWCH/HR) -= .5250
. ;UBAREA AREA(ACRES) = 125.79 l'iUBAREA RUNOFFCFS) = '51.74
' :FFECTIVE AREA(ACRES) = 207.51
AVERAGED Fm(INCH/i-R) = .546
J]TAL AREA (ACRES) = 207.51 PEAK FLOW RATE (CFS) = 246. -oa
END OF SUBAREA STREETFLOW HYDRAULICS:
DEPTH(FEET) = 1.03 HALFSTREET FLOODWIDTH(FEET) = 32.00
FLOW VELOCITY(FEET:SEC.} = 6.41 DEPTH*VELOCITY = 6.61
=,:-**************************************************************************
FLOW PROCESS FROM ODE 45.00 TO NODE 46.00 IS CODE = �
|>>}COMPUTE PIPEFLOW TRAVELTIME THRU SU�AREA<<<<<
_
i`}))USING COMPUTER-ESTIMATED PIPES= (NON-o r
��5SURE LOW><
:ZEPTH OF FLOW IN - .0 INCH PTPE IS 38.0 INCHES
nIPEFLOW VELOCITY(FEET/SEC.) = 9.3
'_JPSTREAM NODE ELEVATION = 1042.00
DOWNSTREAM NODE ELEVATION = 1040.00
FL8WLENGTH <FEET> = 700.00 MANNINGS N = .013
ESTIMATED PIPE DIAMETER(INCH) = 78.00 ,UMBER OF PIPES = 1
�'TPEFLOW THRU SUBAREA /CFS) = 246.40
TRAVEL TIME(MIN.) = 1.25 TC(MIN.) = 736.26
***************************************************************************
7LOW PROCESS FROM LODE 45. 00 TO NODE ,6. G@ IS CODE =
`}}> IDEPENDENT STREAM FOR CONFLUENCE<(<(<
:>}>AND COMPUTE W-IIR1OUS CONFLUENCED STREAM VALUES(<<<<
=______ =______=====_____=____ __________=_____===______________
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:
TIME OF CONCENTRATION(MINUTES) = 36.26
�AINFALL INTENSITY INCH./HOUR} = 1.83
::::FECTIVE ETREAM AREA (ACRES) = 207.5'1
- ]TAL STREAM AREA(ACRES) = 207.51
PEAK FLOW RATE(CFS) AT CONFLUENCE = 246.40
' INFORMATION:
NUMBER RATE(CFS) (MIN.) QNCH/HOUR) (IN/HR) AREA(ACRES)
______________________________________________________________
1544.49 17.53 2.824 ,33 379.29
� 37.61 l5.iS 2.081 ,56 78.61
� �46.40 36.26 1.826 .05 207.51
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
VONFLUENCE FORMULA USED FOR 3 STREAMS.
�/JNMARY RESULTS:
STREAM CONFLUENCE EFFECTIVE
w�
NUMBER Q(CFS) AREA(ACRES)
_____________________________________________
035.19 718.25
~~ � 1765.04 626.42
1 :217.38 825.41
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK F"OW RATE(CFS) = j335.19 7IME(MINUTES) = 17.534
EFFECTIVE AREA(ACRES) = 718.25
TOTAL AREA(ACRES) = 1201.43
�� 7LOW PROCESS FROM NODE a6.00 TO NODE 65.00 IS CODE = 3
1�
m� ----------------------------------------------------------------------------
' ; ! 3 :1MPUTE PIPEFLOW TGAVELTIVE - ARU SU8AREA< < / o<
40>LSING COMPUTER-ESTIMATED PIPESIZ[ .NON-PRESSURE FIOW> 0:((<
DEPTH OF FLOW TN 144.0 7NCH PIPE 13 :13.2 !NCHES
RIPEFLOW VELOCITY(FEET/SEC.1 = �9.2
UPSTREAM NODE ELEVATION = 1040.00
DOWNSTREAM NODE ELEVATION = 1033.00
7LOWLENGTH(FEET) = 1320.00 MANNINGS N = ,013
ESTIMATED PIPE DIAMETER(INCH) = 144.00 NUMBER OF PTPES = �
PIPEFLOW THRU SUBAREA(CFS) = : 835. w9
7RAVEL 7IME(MIN.) = 1.14 7C(MIN.) = `3.68
7 L3W PROCESS FROM NODE 46.00 TC NODE C5.00 13 CODE = �
------------------------------------------------------ _
_____________________
N� / l / > /LESIGNATE INDEPENDENT STREAM FOR CONFLUENCE< < t < (
============================================================================
LJNFLLENCE VALUES USED FOR INDEPENDENT STREAM 1 nRE:
- 7XE GF GONCENTRATION(MINUTES) 18.68
'IAINFPLL !NTENSITY (INCH. /HOUR) = 2.7E
EFFEC7:'/E STREAM AREA(ACRES) = 718.25
TOTAL STREAM AREA(ACRES) = 1201.43
PEAK RLDW AATE(CFS) AT CONFLUENCE = 035.0:)
7 �OW cTOCESS FROM NODE :3.00 TO NODE 1.00 13 CODE = .1i
----------------------------------------------------------------------------
> > l } > RATIONAL METHOD INITTAL SUBAREA ANALYSIS< < < ( (
============================================================================
.ATUROL AVERAGE COVER
m� TC = w*[ (LENGTH** 3.00)/(ELEVATION CHANGE) ]** .20
:UITIAL SUBAREA FLOW-LENGTH = 1000.00
UPSTREAM ELEVATION = 1800.00
DOWNSTREAM ELEVATION = 1480.00
7 DIFFERENCE = 120.00
Z = . 706*[ ( 1000.00** A.00)11 320.00)3** . L69 = :0.052
0, iO0 YEAR RAINFALL INTENSITy(INCH/HOUR) = 2.225
7nIi 7!ASAlFICATION IS "?"
:NOTE: STREETFLOW EXCEEDS TOP OF CURB.
7HE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC.. IS NEGLECTED. '
STREET FLOWDEPTH(FEET) = .94 -
HALFSTREET FLOODWIDTH(FEET) - 32.
AVERAGE FLOW VELOCITY(FEET /SEC.) = 6.11
PRODUCT OF DEPTH &VELOCITY = 5.76
I TREETFLOW TRAVELTIME(MIN) = 11.05 TC(MIN) _ :36.18
QO YEAR RAINFALL INTENSITY(INCH /HOUR) = 1.829
IL CLASSIFICATION IS "A"
RESIDENTIAL -? 2 DWELLINGS /ACRE SUBAREA LOSS RATE, Fm(INCH /HR) _ .6790
F PAREA AREA(ACRES) = 151.74 SUBAREA RUNOFF(CFS) = 157.it:�
ECTIVE AREA(ACRES) = 276.91
AVERAGED Fm(INCH /HR) _ .679
TAL AREA(ACRES) - 27'6.91 PEAk:: FLOW RATE(CFS) = 2 45. 13
f_4f:'7H(FEET) D OF SUBAREA STREETFLOW HYDRAULICS:
= 1.0A
HALFSTREET FLOODW I DTH (FEET)
_ ". �:►c
FLOW VELOCITY(FEET /SEC.) = 6.43 DEPTH #VELOCITY = 6.57
sm
OW PROCESS - FROM - NODE
----- -i - TO - NODE
---- 74 -- - CODE_- 1 ------ - - - - --
DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE4 < <'
AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<::<: < �
I NFLUENCE VALUES USED FOR INDEPENDENT - STREAM 2 ARE:
TIME OF CONCENTRATION (MINUTES) = 36.18
P INFALL INTENSITY (INCH. /HOUR) = 1.87.
FECTIVE STREAM AREA(ACRES) = 236.91
TAL STREAM AREA(ACRES) = 236.91
t _NFLUENCE Ak FLOW RATE(CFS) AT CONFLUENCE = 245.1.3 INFORMATION:
STREAM PEAK FLOW TIME INTENSITY FM EFFECTIVE
J MBER RATE(CFS) (MIN.) (INCH /HOUR) (IN /HR) AREA(ACRES)
---------------------------------
1 1768.72 22 2.424 .50 915.11
2 245.1' :6.18 1.824 .68 236.91
INFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
11MARY RESULTS:
EAM CONFLUENCE EFFECTIVE
NUMBER 0 (CFS) AREA(ACRES)
2 1. 32 1063.21 07
1466.23 1152.02 P OP
�1
COMPUTED CONFLUENCE ESTIMATES ARE AS F�
K FLOW RATE(CFS) a 2001.32 TIME (M I NU _ �� ��a�. 2 2.618
ECT I VE AREA(ACRES) - 1 06:74 -u • f�f
TOTAL AREA(ACRES) • 1503. I ►��
F W PROCESS FROM NODE 80.00 TO NODE 81.00 IS CODE
: METHOD INITIAL SUBAREA ANALYSIS <<
. := ==as == sae= mssssasaaes= tsseamssea =sssasssasassssa = == acs =asa=oasasam =masse
D 'ELOPMENT IS SINGLE FAMILY RESIDENTIAL 2 DWELLINGS /ACRE
.iii �.rw .'' � ",r L '4;1.`3'2 "'1�.. ".��:[ �!_'..�'�'':f."''�, •]�.'!."....•t�s.
40
rK
. ........ .....
L
..... ...... - - -----
----------------
LEGEND
WATERCOURSE
CONCENTRATION POINT
SUB-AREA BOUNDARY
7 _:msi
L
Y
Jil J. � �. r I. �.. .±+sQM.._ .I-._— • f _ : �- — ..e. �1 _� r —_
U I v • ------- 4L
3
7.
F 1—.:
7- n; _7
'2
b b I
71
4
- --------- J_ m�
.......... ..
0"
LAI
Ja
A
Jr X•,
@ O.L•
South Fqntana
.......
IV
1, 73
CRESM
33
r
..... ...... - - -----
----------------
LEGEND
WATERCOURSE
CONCENTRATION POINT
SUB-AREA BOUNDARY
7 _:msi
L
Y
Jil J. � �. r I. �.. .±+sQM.._ .I-._— • f _ : �- — ..e. �1 _� r —_
U I v • ------- 4L
3
7.
F 1—.:
7- n; _7
'2
b b I
71
4
- --------- J_ m�
.......... ..
0"
LAI
Ja
A
DECLEZ CHANNEL HYDROLOGY
RATIONAL METHOD
CONCENTRATION POINTS
4 ZY xi-L
Jr X•,
V.
CRESM
33
r
DECLEZ CHANNEL HYDROLOGY
RATIONAL METHOD
CONCENTRATION POINTS
4 ZY xi-L
ull
V,. IJ.. 1 I V Y V L. I V. bI1..I L 1 1.I .
TE: STREETFLOW EXCEEDS TOP OF CURB.
1 PI MT �I� ae�fMar�o ~
THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., I9 NEGLECTED.
STREET FLOWDEPTH(FEET) _ .92
HALFSTREET FLOODWIDTH(FEET) a 32.00
AVERAGE FLOW VELOCITY(FEET /SEC.) - 5.37
PRODUCT OF DEPTH &VELOCITY a 4.93
STREETFLOW TRAVELTIME(MIN) = 12.66 TC(MIN) - 78.7o
140 YEAR RAINFALL INTENSITY(INCH /HOUR) 1.756
SOIL CLASSIFICATION IS "A"
RESIDENTIAL -> 2 DWELLINGS /ACRE SUBAREA LOSS RATE. Fm(INCI.1 /HR) _ .6790
SUBAREA AREA(ACRES) = 121.21 SUBAREA RUNOFF(CFS) R 117.53
EFFECTIVE AREA(ACRES) - 240.20
AVERAGED Fm(INCH /HR) _ .679
TOTAL AREA(ACRES) = 204.20 PEAK FLOW RATE(CFS) = 194.12
END OF SUBAREA STREETFLOW HYDRAULICS$
DEPTH(FEET) _ .96 HALFSTREET FLOODWIDTH(FEET) = 32.00
FLOW VELOCITY(FEET /SEC.) - 5.65 DEPTH*VELOCITY = 5.44
FLOW PROCESS FROM NODE 64.00 TO NODE 65. IS COpli 1
>;>>DESIGNATE INDEPENDENT STREAM FOR C0NFI.IIENCEI ;c
rAND COMPUTE VARIOUS CONFLUENCED STREAM VALUCS''•'c: <�
=== rras ssaa= srrmssraeraaase= ra= ssa. rssaseasaasasaeaooaaa��aaaaoaaawaaasxsa = = =ao
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE:$
TIME OF CONCENTRATION(MINUTES) a 38.711
RAINFALL INTENSITY (INCH. /HOUR) a 1.76
EFFECTIVE STREAM AREA(ACRES) a 200.20
TOTAL STREAM AREA(ACRES) a 240.
PEAK FLOW RATE(CFS) AT CONFLUENCE 194,12
CONFLUENCE INFORMATION$
STREAM
PEAK FLOW
TIME
INTENSITY
FM
EFFECTIVE
NUMBER
RATE(CFS)
(MIN.)
(INCH /HOUR)
(IN /HR)
AREA(ACRES)
--------------------------------------------------------------
1
1484.43
21.65
2.489
.47
744.43
2
120.98
17.27
2.850
.56
58.69
194.1
38.70
1.756
.68
204.2o
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS.
SUMMARY RESULTS:
STREAM CONFLUENCE EFFECTIVE
NUMBER O(CFS) AREA(ACRES) - fV
-------------------------- - - - - -- - --
1 1768.72 915.11: I,
2 1691.57 741.77
3
1203. 40 1043.32 )
COMPUTED CONFLUENCE ESTIMATES ARE 44 , FOLLOWS$ QJ�
PEAK FLOW RATE(CFS) a 1766.72 TM6ts'�NUTES) a 21.6$18
EFFECTIVE AREA(ACRES) a 915.
TOTAL AREA(ACRES) a 1266.21
FLOW PROCESS FROM NODE 65.00 TO NODE 74.40 IS CODE a 3
>> >>> COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA« <<<
>>>USING COMPUTER- ESTIMATED PIPESIZE (NON - PRESSURE FLOW)<< <<<
w� FL8W PROCESS FROM NODE 2.00 TO NODE Q@ I3 CODE = �
____________________________________________________________________________
;>>}}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<(<<(
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
71ME OF CONCENTRATIO;N�(MINUTES) = 17.27
N� �RAINFALL INTENSITY (IWCH./HOUR} = 2.85
- EFFECTIVE STREAM AREA(ACRES) = 58.69
TOTAL STREAM AREA(ACRES) = 58.69
N� �EAK FLOW RATE(CFS) CONFLUENCE = 120 98
�� FLOW PROCESS FROM NODE 61.00 TO INODE 62.00 IS CODE = 2
____________________________________________________________________________
>}>}}RATIONAL METHOD INITIAL SUBAREA ANALYSIS((<(<
-- DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -} 2 DWELLINGS/ACRE
N� �C = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]** .20
m� �NITIAL SUBAREA FLOW- ��GTH = 900.00
�PSTREAM ELEVATION = �.100.00
DOWNSTREAM ELEVATION = 1090.00
0� �LEVATION DIFFERENCE ~ 10.00
�C = .438*[( D00.00** 3.00>/( �0.�90}]** .�� = �6.369
�00 YEAR RAINFALL l;*
0� SOIL CLASSIFICATION IS "A"
Y�
RESI DENT IAL-> 2 DWELLINGS/ACRE SUBAREA LOSS RATE, ;�m(INCH/HR> = .6790
SUBAREA RUNOFF(CFS) = 18.75
TOTAL AREA(ACRES) = 9.20 PEAK FLOW RATE(CFS) = 18.75
* ****************************************************************
N� FLOW PROCESS FROM NODE 62.00 TO NODE 63.00 IS CODE = 6
____________________________________________________________________________
}>}>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA ((<<(
N� �PSTREAM ELEVATION = i090.00 DOWNSTREAM ELEVATION = 1082.00
STREET LENGTH(FEET) = 70Q9.00 CURB HEIGTH(INCHES) = 8.
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN T� CROSSFALL GRADEBREAK = �6.N0
lNTERIOR STREET CROSSFALL(DECIMAL) = .017
N� OUTSIDE STREET CROS8FALL(DECIMAL) = 017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
n� **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 35.10
:,;'TREETFLOW MODEL �
STREET FLOWDEPTH(FEET) = .56
N� HALFSTREET FLOODWIDTH(FEET) = 23.50
AVERAGE FLOW VELOCITY (FEET /SEC.)
PRODUCT OF DEPTH8VELOCITY = 2.02
N� 3TREETFLOW TRAVELTIME(MIN) = 3 25 TC(MIN} = z!9 62
. .
100 YEAR RAINFALL INTENSlTY(INCH/HOUR) = 2.640
SOIL CLAS8rFICATION
�ESIDENTIAL-} 2 DWELLl;<GS/ACRE SUBAREA LOSS RATE, Fm(lNCH/HR)
SUBAREA AREA(ACRES) = 18.37 SUBAREA RUNOFF = 32.42
EFFECTIVE AREA(ACRES) = 27.57
N� AVERAGED Fm(INCH/HR) = .679
TOTAL AREA(ACRES) = 2:7.57 PEAK FLOW RATE(CFS) = 4a.tni;
SUBAREA RUNOFF(CFS) = 21.32
TOTAL AREA(ACRES) = 8.89 PEAK FLOW RATE(CFS)
****************************************************************************
FLOW PROCESS FROM NODE t1.00 TO NODE A2.00 IS CODE = �
w� -----------------------------------------___________________________________
}})})COMPUTE TRAPEZOIDAL-CHANNEL PLOW((<<(
>>}>}TRAVELTIME THRU SUBAREA((<<<
UPSTREAM NODE ELEVATION = l480.00
DOWNSTREAM NODE ELEVATION = i14@.00
N� CHANNEL LENGTH THRU SUBAREA(FEET) = B00.00
CHANNEL 8ASE(FEET) = 10.00 ''Z" FACTOR = 2.000
MANNINGS FACTOR = .0269 '`1AXIMUM DEPTH(FEET) = 5.00
CHANNEL FLOW THRU SUBAREA(CFS) = 21.32
PLOW VELOCITY(FEET/SEC) = 15.16 FLOW DEPTH(FEET) = '^4
TRAVEL TIME(MIN.) = .68 7C(MIN.) = 14.93
FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 8
N� ------ -------- ----- ----- --------- ---- ---- --------- ---- ---- ------------------
N� }}>>}ADDITION OF SUBAREA TO MAINLINE PEAK FLOW(((((
============================================================================
100 YEAR RAINFALL INTENS1TY(INCH/HOUR) = i.110
SOIL CLASSIFICATION IS "B"
NATURAL AVERAGE COVER ''GRASS" AUBAREA LOSS RATE. .-m(TNCH/HR) = .5600
SUBAREA AREA(ACRES) = 17.78 EUBAREA RUNOFF(CFS)
N� EFFECTIVE AREA(ACRES) = 26.67
Y�
AVERAGED Fm(INCH/HR) = 1560
TOTAL AREA(ACRES) = 26.67
PEAK FLOW RATE(CFS) = 61.21
N� TC(MIN) = 14.93
****************************************************************************
FLOW PROCESS FROM NODE 12.00 TO NODE 65.00 IS CODE = 5
____________________________________________________________________________
N� >}}}>COMPUTE TRAPEZOIDAL-CHANNEL FLJW<</</
>}}>}TRAVELT1ME THRU SUBAREA<((/(
============================================================================
UPSTREAM NODE ELEVATION = 1140.00
N� DOWN?TREAM NODE ELEVATION = z033.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 1600.00
CHANNEL BASE(FEET) = 10.00 ^Z" FACTOR = 2.000
N� MANNINGS FACTOR = .020 MAXIMUM DEPTH(FEET) = 5.00
- CHANNEL FLOW THRU SUBAREA(CFS) = 61.21
FLOW VELOCITY(FEET/SEC) = !1.42 PLOW DEPTH<FEET) = '49
N� TRAVEL TIME(MIN.) = 2.34 TC(MIN.> = 17.27
** *****************************************************************
N� FLOW PROCESS FROM NODE 12.00 TO NODE 65.00 IS CODE = S
____________________________________________________________________________
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<(<
v�
100 YEAR RAINFALL INTENSITY(lNCH/HOUR) = 2.850
SOIL CLASSIFICATION IS "B"
NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE, Fm(INCH/HR) = .5600
N� SUBAREA AREA(ACRES) = 32.02 SUBAREA RUNOFF(CFS) = 66.00
EFFECTIVE AREA(ACRES) = 38.69
AVERAGED Fm<INCH/HR> = .560
N� TOTAL AREA(ACRES) = 58.69
PEAK FLOW RATE(CFS) = 120.98
PIPEFLOW THRU SUBAREA(CFS) 2127.47
TRAVEL TIME(MIN.) = .94 TC(MIN.) = 19.62
****************************************************************************
FLOW PROCESS FROM NODE 65.00 TO NODE 74.00 IS CODE = �
N� ------------------------------------_______________________________________
}>}}>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<(<< -
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
============================================================================
0�
-- TIME OF CONCENTRATION (MINUTES) = 19.62
RAINFALL !KTENSITY (INCH./HOUR) = 2.64
EFFECTIVE S7REAM AREA(ACRES) = 874.02
m� 7[}TAL STREAM AREA(ACRES) = 1460.32
PEAK FLOW RATE(CFS) AT CONFLUENCE = 2127.47
__FLOW - PROCESS - FROM - NODE
____ ------------------------ - -- - ---- ---- ----------- - - -----
70.690TO NODE 71.0N - IS - CODE
=2 ____
~~ >>}}>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<(<(( - ------
============================================================================
DEVELOPMENT IS SINGLE FAMILY RESIDENTIAL -> 2 DWELLINGS/ACRE
7 C = K*L(LEHGTH** 2.00)/(ELEVATION CHANGE)]** .EQ
lNlTIAL SOBAREA FLOW-LENGTH = 875.00
N�
UPSTREAM ELEVATION = 1100. Oct
DOWNSTREAM ELEVATION = 1089.00
ELEVATION DIFFERENCE = 11.00
N� TC = .438*[( 875.00** 3.00)/( 11'�@)]** .20 = Q.791
m� 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.007
SOIL- CLASSIFICATION IS "A"
RESIDENTIAL-} 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 6790
SUBAREA RUNOFF(CFS) = 2V>.52 ^
TOTAL AREA(ACRES) = 9.79 PEAK FLOW RATE(CFS) = 20.52
FLOW PROCESS FROM NODE 71.00 TO NODE 72.00 IS CODE = �
N� --------------------------------------------------_____________
N� }>}>}COMP��E STREETFLOW T�A\/ELTINE T�RU SUBAREA((((( -------------
============================================================================
UPSTREAM ELEVATION = 1089.00 DOWNSTREAM ELEVATION = '�78 00
STREET N� 8T��7 LENGTH(PEET) = 700.00 CURB HE%GTH(INCHES} = 8 ' ^
STREET HALFWlDTH(FEET) = 32.00 ^
DISTANCE FROM CROWN TO CR8SSFALL GRADEBREAK
INTERIOR S7REET CROSSFALL(DECIMAL) = .317
OUTSIDE STREET CROSSFALL(DECIMAL) = .017
N� SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 37.62
@� STREETFLOW MODEL RESULTS:
STREET FLOWDEPTH(FEET) = .55
HALFSTREET FLOODWIDTH(FEET) = 22.50
N� AVERAGE FLOW VELOCITY(FEET/SEC ^ ) = 4.18
PRODUCT OF DEPTH&VELOCITY = 2.29
STREETFLOW TRAWELTIME(MIN) = 2.79 TC(MIN) = 18.58
1069 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.728
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-) 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fm(INCH/HR) = 6790
N� SUBAREA AREA(ACRES) = 18.669 SUBAREA RUNOFP(CFS) = 34.29
~
~~ EFFECTIVE ARBA(A�R��) = 28.39 ^
TOTAL AREA(ACRES) = 28.39 PEAK FLOW RATE(CFS) = 52.34
END 04 SUBAREA 8TREETFLOW HYDRAULICS:
?LOW PROCESS FROM NODE 72.00 TO NODE 73.00 lS CODE = 6 *
N� )}>>>COMPUTE STREETFLOW TRAVELTIME THRU GUBAREA(<<(< -------- --------------
�]�STREAM ELEVATION = =======
` ��78.00 DOWNSTREAM ELEVATION = 1059.00
N� iTREET LENGTH(FEET) = 1800.0N CURB HEIGTH(INCHES) = 8 ^
m�
STREET HALFWIDTH(FEET) = 32.069 ^
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK
N� !NTERIOR STREET CROSSFALL(DECIMAL> = .017 ^
JUTSIDE STREET CROSSFALL(DECIMAL) = -017
N� SPECIFIED NUMBER OF HALFSTREET8 CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW(CB) = 934l
***STREET FLOWING FULL*** ^
0�
STREETFLOW MODEL RESULTS:
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
THE FOLLOWING STREETFLOW RESULTS ARE BASED O* THE ASSUMPTION
N� THAT NE8LIBLE PLOW OCCURS OUTSIDE OF THE STREET CHANNEL
THAT IS. QLL FLOW ALONG THE PARKWAY, ETC., 3 NEGLECTED
^
STREET PLOWDEPTH(FEET) = .74 ^
N� HALFSTREET FLOODWlDTH(FEET) = 32 00
.
AVERAGE FLOW VELOCITY<FEET/SEC.> - ��� 4.75
PRODUCT OF DEPTH&VELOCITY = 3.50
STREETFLOW TRAVELTIME(MIN) = 6.32 7C(MIN) = 24.917f
100 YEAR RAINFALL INTENSITY(INCH/H8UR) = 2.288
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-} 2 DWELLINGS/ACRE SUBAREA LOSS RATE, Fw(lNCH/HR) = 6790
--
SUBAREA AREA(ACRES) = 56.78 SUBAREA RUNOFF(CFS) = 82.24 '
EFFECTIVE AREA(ACRES) = 85.17 ^
N� AVERAGED Fm(INC�f/HR) = 679
- '
0TAL AREA(ACRES) = 05.17 PEAK FLOW RATE(CPS) � 123.36
END OF SUBAREA STREETFLOW HYDRAULICS: ^
DEPTH(FEET) = .80 HALFSTREET FLOODWIDTH(FEET) = 32.00
N� FLOW VELOCIT�(FEET/SEC ) = 5 27 DEPTH*VELOCITY ^
~~ ^ . = 4.19
� __FLOW - PROCESS - FROM - NODE
____ �� _ _ ____
73.0TO NODE 74.00_lE_CODE_=___6___
>}>>}COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<(< � - ---------
jP8TREAM ELEVATION = 1059.00 DOWNSTREAM ELEVATION = 1022.00
STREET LENGTH(FEET) = 4050.00 CURB HEIGTH(INCHES) = 8 ^
N� STREET HALFWIDTH(FEET) = 32.00 ^
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 16.0@
N� :WTERIOR STREET CROGGFALL(DECIMAL) = .017
m�
OUTSIDE STREET CROSSFALL(DECIMAL) = .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = �
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 203.73
***STREET FLOWING FULL*** ^
N� STREETFLOW MODEL RESULTS:
- NOTE: STREETFLOW EXCEEDS TOP OF CURB.
STREET FLOWDEPTH(FEET) = .91 '
HALFSTREET FLOODW2DTH(FEET) = 32.00
N� AVERAGE FLOW VB_OCITY04EE7/SEC.0 = 5.48
m� TRODUCT OF DEPTH&VELOCITY = 5.01
STREETFLOW TRAVELTIME(MIN) = 12.31 7 C(MIN)
N� 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.761
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-) 2 DWELLINGS/ACRE SUBAREA LOSS RATE, �m(lNCH/HR) = 6790
N� SUBAREA AREA(ACRES) = 121.21 SUBAREA RUNOFF(CFS)
~~ EFFECTIVE AREA(ACRES) = 200.20 ~
AVERAGED Fm(INCH/HR) = .679
70TAL AREA(ACRES) = 200.20 PEAK FLOW RATE(CPS) = c
194 9
N� END OF SUBAREA STREETFLOW HYDRAULICS: ^-
DEPTH(FEET) = .97 HALFSTREET FLOODWlDTH(FEET) = 32.00
FLOW VELOCITY(FEET/SEC.) = 5.62 DEPTH*VELOCITY = i.47
****************************************************************************
N� FLOW PROCESS FROM NODE 64.00 TO NODE 65.00 18 CODE = �
-- ----------------------------------------------------------------------------
}}}}}DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE(<<<<
}>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES(((((
IONFLUENCE VALUES USED FOR IHDEPEOTENT STREAM 1 ARE:
7IME OF CONCENTRATION(MINUTES) = 13.E2
N� JAINFALL !NTENSITY (INCH./HOUR) '= 1.76
-- EFFECTIVE ETREAM AREA(ACRES) = io0.wo
7 0TAL STREAM AREA(ACRES) = 230.20
N� PEAK FLOW RATE(CFS) AT CONFLUENCE = 194 99 `
.
CONFLUENCE INFORMATION:
STREAM PEAK FLOW TIME !NTENSlTY FM EFFECTIVE
N� NUMBER RATE(CFS) (MIN.) (TNCH/HOUR) /IN/HR} AREA(ACRES)
______________________________________________________________
1 1835.19 18.68 2.7i9 '17 718.25
N� 2 120.98 17.27 2.850 .36 58.69
3 l94.99 38.52 1.70 .68 200.2z
RAINFALL :NTENSITY
N�
CONFLUENCE FORMULA
8UMMARY RESULTS:
STREAM CONFLUENCE
N� NUMBER Q(CFS)
_____________________
AND TIME OF VENCENTRATICN RAT70
USED FOR 3 STREPMS.
EFFECTIVE
AREA(ACRES)
____________
1 2127.47 874.02
N� 2 2087.69 812.38
3 1344.88 977.14
COMPUTED CONFLUENCE ESTIMATES ARE
PEAK FLOW RATE(CF8) = 2127.47
N� EFFECTIVE AREA(ACRES) = 874.02
TOTAL AREA(ACRES) = 1460.32
PS FOLLOWS:
7IME(MlNUTES) = z8.678
FLOW PROCESS FROM NODE 65.00 TO NODE 74.00 IS CODE = �
____________________________________________________________________________
}}}}?COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA/<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)(<<(<
============================================================================
DEPTH OF FLOW IN 138.0 INCH PIPE :S 112.6 INCHES
PIPEFLOW VELOCITY(FEET/SEC.) = 23.4
UPSTREAM NODE ELEVATION = 1033.00
DOWNSTREAM NODE ELEVATION = 1022.00
FLOWLENGTH(FEET) = 13269.00 MANNlNGS N = '017,;
III
III
III
rl
THAT NEGLIPLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.
THAT IS, ALL FLOW PLONS THE PARKWAY, ETC., :S NESLECTED.
STREET FLOWDEPTH(FEET) = .95
AVERAGE FLOW VELOCITYIFEET/SEC.)
PRODUCT OF DEPTH&VELOCITY = 5.81
100 YEAR RAINFALL !NTENSITY(INCH/HOUR)
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-) 2 DWELLINGS/ACRE SUBAREA LOSS RATE Fm(INCH/HR) = 6790
SUBAREA AREA(ACRES) = 151.74 SUBAREA RUNOFF(C = 157 87 ^
EFFECTIVE AREA(ACRES) = 2i6.91 ' ^
AVERAGED Fm(INCH/HR) = '679
TOTAL AREA(ACRES) = 236.j1 PEAK PLOW RATE(CFS) = 246-46
END OF SUBAREA 8TREETFLOW HYDRAULICS: ^
DEPTH(FEET) = 1.01 HALFS-REET FLOODWIDTH(FEET) = 32.00
FLOW VELOCITY(FEET/SEC ) = 6 63 DEPTH*VELOCITY ^
^ ^ = 6.70
__cLOW - PROCESS - FROM - NODE
____ _ _ ____
73.0@TO NODE 74.00_IS_ E�
COD _ = ___ 1 _
:>}}}DESIGNATE INDEPENDENT STREAM FOR CONPLUENCE<<(<< - - - -----------
COMPUTE VARIOUS CINFLUENCED STREAM VALUES<<<((
=========================================================================
CONFLUENCE VALUES USED FQR INDEPENDENT STREAM ��` ARE: ===
-71 114E OF CONCENTRATION (MINUTES) = 35.97 -
?AINFALL INTENSITY (INCH./HOUR) = 1.83
EFFECTIVE STREAM AREA(ACRES) = 236.91
70TAL STREAM AREA(ACRES) = 236.91
PEAK FLOW RATE(CFS) AT CONFLUENCE = 246.48
CONFLUENCE INFORMATION:
STREAM PEAK FLOW TIME
NUMBER RATE(CFS) 0IN.}
_____________________________
1 2127.47 i9.62
2 246.48 35.97
INTENSITY PN EFFECTIVE
(INCH/HOUR) (IN/HR) AREA(ACRES)
---------------------------------
2.640 .42 874.02
1.835 .68 236.91
�AINFALL !NTENGITY AND TIAE OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
SUMMARY RESULTS:
STREAM CONFLUENCE EFFECTIVE
NUMBER Q<CF8) AREA(ACRES)
_____________________________________________
1 2355.51 Q03.21
2 1602.97 1110.93
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 2355.51 TIME&INUTES} = i9.617
EFFECTIVE AREA(ACRES) = 1003.21 ^
70TAL AREA(ACRES) = 1697.23
END OF STUDY SUMMARY: =====
TOTAL AREA(ACRES)
EFFECTIVE AREA(ACRES)
PEAK FLOW RATE(CFS) = 2355.51
===========================================================================
END OF RATIONAL METHOD ANALYSIS =
DEPTH(FEET) = .61 HALFSTREET FLOODWIDTH(FEET) = 26.50
�LOW VELOCITY(FEET/SEC.) = 3.95 DEPTH*VELOCITY = 2.43
ALOW PROCESS FROM NODE 63.00 TO NODE S4.00 Ll CODE = 6
m� --------------------------------------------------------------
}}}}>COMPUTE STREETFLOW TRAVELTIME THRU SU8AREA<((<<
============================================================================
N� jPSTREAM ELEVATION = 1082.00 DOWNSTREAM ELEVATION = 1065.00
- STREET LENGTH(FEET) = 1700.00 CURB HElGTH(INCHES) = 8.
-TREET HALFWIDTH(FEE7) = 32.00
m� DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = !6.00
INTERIOR STREET CR8SSFALL(DECIMAL) = .017
OUTSIDE STREET CROSSFALL(DECIMAL) `= .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
**TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 84.63
~~ ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS:
N� NOTE: STREETFLOW EXCEEDS TOP OF CURB.
N� THE FOLLOWING STREETFLOW RESULTS ARE BASiD ON THE ASSUMPTION
THAT NEGLISLE FLOW OCCURS OUTSIDE CF THE STREET CHANNEL.
THAT IS ALL FLOW ALONG THE PARKWAY, =, 1S NE8LECTED.
N� STREET FLOWDEPTH(FEET) = '74
w� HALFSTREET FLOODWIDTH(FEET) = 32.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.301
N� PRODUCT OF DEPTH&VELOC1TY = 3.17
Y�
STREETFLOW TRAVELTIME(MIN) = 6.59 TC(MlN) = 26.21
100 YEAR RAINFALL INTENSITY(INCH/HOUR)
SOIL CLASSIFICATION IS "A"
RESIDENTIAL-) 2 DWELLINGS/ACRE SUBAREA LOSS RATE. Fm(lNCH/HR) = .6790
SUBAREA AREA(ACRES) = 51.42 SUBAREA RUNOFF(CFS) = 71.27
N� EFFECTIVE AREA(ACRES) = 78.99
AVERAGED Fm(INCH/HR) = .679
TOTAL AREA(ACRES) = 78.99 PEAK FLOW RATE(CFS) = 109.49
N� END OF SUBAREA STREETFLOW HYDRAULICS:
|�
DEPTH(FEET) = .76 AALFSTREET FLOODWIDTH(FEET) = 32.00
FLOW VELOCITY(FEET/SEC.) = 4.94 DEPTH*VELOCITY = 3.83
****************************************************************************
FLOW PROCESS FROM NODE 64.00 TO NODE S5.00 IS CODE = 6
N� ----------------------------------------------------------------------------
w� } } } > }COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA< < < < (
============================================================================
UPSTREAM ELEVATION = 1065.069 DOWNSTREAM ELEVATION = 1033.069
N� 5TREET LENGTH(FEET) = 4050.00 CURB H2IGTH(INCHES) = 8.
STREET HALFWIDTH(FEE7) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = iS.00
INTERIOR STREET CROSSFALL(DECIMAL) = .017
OUTSIDE STREET CROSSFALL(DECIMAL> = .017
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 2
**TRAVELTIME COMPUTED USING MEAN FIOW(CFS) = 169.51
N� ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS:
NOTE: STREETFLOW EXCEEDS TOP OF CURB.
N� THE FOLLOWING STREETFLOW RESULTS ARE BASED ON THE ASSUMPTION
THAT NEGLInLF F|Ow 8rmm RHTq?nF nP TAP QrnPPT Mom=
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____________________________
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION)
$ ** PRELIMINARY /EXPERIMENTAL VERSION * **
Copyright 1983,86.87 Advanced Engineering Software taes)
Ver. 4.1B Release Date: 2/20/87 Serial 11 BETA01
am Especial 1 Y prepared for:
BETA TEST SITE EVALUATION ONLY
DESCRIPTION OF STUDY # * * * # # # * # # * * # * # * * * * * # # ##
w•. SOUTHRIDGE VILLAGE PHASE =
bw OFF -SITE_ HYDROLOGY CALCULATIONS
J.N. 1400. 31)03 3 -28-88
wr
FILE NAME: A:S- RIDGEI.DAT
TIME /DATE OF STUDY: 14:35 3/28/1988
• _______ ________ _______ a= sas= cs= a ==s=ss =assn= Baas== = === == s= scs= s= =c= s = =ssss=
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:•
no -- *TIME -OF- CONCENTRATION MODEL * -
USER SPECIFIED STORM EVENT (YEAR)
s 1401 QCN' .
s. SPECIFIED MINIMUM PIPE SIZE(INCH) = 24.00
SPECIFiED PERCENT OF GRADIENTS (DECIMAL) TO USE �IA CTION SLOPE _ .95
w *USER- DEFINED LOGARITHMIC INTERPOLATION
USE
'AINFALL*
Sl..(?F'E OF INTENSITY DURATION CURVE
ORbI'fQ �
r USER SPECIFIED 1 -HOUR I NTENS I - EtAOWCH /H = 1 . C50
FLOW PROCESS FROM NODE 1.00 TO NODE 2. c.►(:) IS CODE = 2
+�+� Rf�T I OtJAL METHOD INITIAL SUBAREA ANAL YS I S•:; •:''
m " NATURAL AVERAGE COVER
TC = F:: * C ( LENGTH * * . i )) / (ELEVATION CHANGE)]** . 2(_
me INITIAL SUBAREA FLOW- LENGTH = 100'.). i 0
UP; ;TREAM ELEVATION = 1840.0(_
DOWNSTREAM ELEVATION = 130o. Q i
E:I._EVA T I ON DIFFERENCE = 540 • i �t_� ,
'TC = .7iih *C ( 1i�iii,,c,�i� ** .= .i1i�) ! ( 54ii.iiC�) ] *K .20 = 12.657
i pf) FEAR RAINFALL INTENSITY (I NCH / HOUR) = 3.434
SOIL CLASSIFICATION IS "B"
so NATURAL AVERAGE COVER "GRASS" SUBAREA LOSS RATE. Fm(INCH /HR) _ •J600
. SUBAREA RUNOFF(CFS) = 25.87
bg TOTAL AREA(ACRES) = 10.iu() PEAK FLOW RATE(CFS) = 25.87
FLOW PROCESS FROM NODE 2.0 0 TO NODE 3.00 IS CODE _ 5
�A-------------------------------- - - ----------------------------------- - - - - --
'�': - -•COMPUTE TRAPEZOIDAL-CHANNEL FLOW•:: ,.' <
>TRAVELTIME THRU SUBAREA <0 <<
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UPSTREAM NODE ELEVATION 13100. 4)C1
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j� PRELIMINARY STUDY FOR JURUPA STORM DRAIN, FONTANA EMPIRE CENTER
T2 C 100 YR, AREA COVERED 1679.23 AC, G= 2355.51 CFS, YSP= 1012.6
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1 F0515P PAGE 1
am WATER SURFACE PROFILE LISTING
PRELIMINARY STUDY FOR JURUPA STORM DRAIN, FONTANA EMPIRE CENTER
err G 100 YR, AREA COVERED 1679.23 AC, G= 2355.51 CFS, WSP= 1012.6
IN THE CITY OF FONTANA, JN 4013
!STATION INVERT DEPTH W.S. G VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
Iw ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L /ELEM SO SF AVE HF NORM DEPTH ZR
: * * * * * **w *wwwrw*,►w *,ew,►v►�r* wart* w**** w** w*** w* w** w**** w****** s** tw* w**:*****, rw* w* w****** w*** ww********* w * * * ***** * ** * * ***w * *w *w *w******
7990.50 1005.50 9.500 1015.000 2354.5 17.74 4.885 1019.885 .00 9.500 9.50 14.00 .00 0 .0
am 10.00 .00200 .006994 .07 9.499 .00
0 8000.50 1005.52 9.550 1015.070 2354.5 17.74 4.885 1019.955 .00 9.500 9.50 14.00 .00 0 .0
%R 141.37 .00198 .006994 .99 9.499 .00
P 8141.87 1005.80 11.236 1017.036 2354.5 17.74 4.885 1021.921 .00 9.500 9.50 14.00 .00 0 .0
288.13 .00181 .006994 2.02 9.499 .00
0 8430.00 1006.32 12.975 1019.295 2354.5 17.74 4.885 1024.180 .00 9.500 9.50 14.00 .00 0 .0
e"wJNCT STR .00209 .006341 .21 .00
8463.56 1006.39 14.415 1020.805 2123.5 16.00 3.973 1024.778 .00 8.943 9.50 14.00 .00 0 .0
70.88 .00197 .005689 .40 9.499 .00
0 8534.44 1006.53 15.473 1022.003 2123.5 16.00 3.973 1025.976 .00 8.943 9.50 14.00 .00 0 .0
[W 1230.56 .00517 .005689 7.00 8.197 .00
(6 #9765.00 1012.89 16.709 1029.599 2123.5 16.00 3.973 1033.572 .00 8.943 9.50 14.00 .00 0 .0
OJUNCT STR .05322 .004967 .15 .00
9796.00 1014.54 16.796 1031.336 1834.5 13.82 2.965 1034.301 .00 8.110 9.50 14.00 .00 0 .0
t= 1285.45 .00794 .004246 5.46 6.247 .00
11081.45 1024.75 12.192 1036.942 1834.5 13.82 2.965 1039.907 .00 8.110 9.50 14.00 .00 0 .0
OJUNCT STR .02222 .003628 .03 .00
Q^11090.45 1024.95 13.260 1038.210 1544.5 11.63 2.102 1040.312 .00 7.232 9.50 14.00 .00 0 .0
1354.94 .00489 .003009 4.08 6.585 .00
12445.39 1031.57 11.032 1042.602 1544.5 11.63 2.102 1044.704 .00 7.232 9.50 14.00 .00 0 .0
1
im PRELIMINARY STUDY FOR JURUPA STORM DRAIN, FONTANA EMPIRE CENTER
%if G 100 YR, AREA COVERED 1679.23 AC, 0= 2355.51 CFS, WSP= 1012.6
0 IN THE CITY OF FONTANA, JN 4013
7990.50 .I
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8172.33 .I
8263.25
8354.16
8445.08 I
io 8536.00 I
8626.91 I
8717.83
8808.75
8899.66
8990.58
OR 9081.49
9172.41
9263.33
9354.24
9445.16
j� 9536.07
9626.99
9717.91
9808.82 I
9899.74 I
9990.65
10081.57
10172.49
10263.40
e�• 10354.32
x
E
R
x
E
x
W
E
x
W
E
CH
W
E
CH
E
ix
W
W
CH
C H
bw
R
R
R
ix
R
E
R
W
E
ix
W
E R
bw
am
iy 10445.24
10536.15
10627.07
10717.98
10808.90
10899.82
!"* 10990.73
11081.65 I C H W E
11172.56 I C H W E
11263.48
w 11354.40
11445.31
11536.23
11627.14
11718.06
11808.98
11899.89
11990.81
12081.72
12172.64
12263.56
12354.47
12445.39 I
�,. 1005.50 1009.42 1013.34 1017.26 1021.18 1025.10 1029.02 1032.94
�r
NOTES
W+A, GLOSSARY
I = INVERT ELEVATION
ur C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
pm H = HEIGHT OF CHANNEL
low E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
ON B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
iI STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
1
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