HomeMy WebLinkAboutCT 12-05; La Costa Residential; Tentative Map (CT) (6)I
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PRELIMINARY
DRAINAGE REPORT
FOR
LA COSTA RESIDENTIAL
(CT 12-05, PUD 12-07)
January 30, 2013
Chang[RD[lli)w0illii(~
Civil Engineering o Hydrology o Hydraulics o Sedimentation
P.O. Box 9496
Rancho Santa Fe, CA 92067
(858) 692-0760
RECE\VED
FEB 0 6 20\3
CITY OF CARLSBAD
PLANNING DIVISION
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TABLE OF CONTENTS
Introduction ........................................................................................................................................ !
Hydrologic and Detention Analyses .................................................................................................. 2
Conclusion ........................................................................................................................................ .3
APPENDICES
A. I 00-Year Rational Method and Detention Analyses and Supporting Data
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INTRODUCTION
The La Costa Town Square project is a proposed residential subdivision that will consist of 32
detached single-family residences along with associated driveways, sidewalks, landscaping, and
drainage facilities. The development will be constructed within an undeveloped 9.9 acre parcel
along the north side of Rancho Santa Fe Road and west ofPaseo Lupino.
VICINITY
CITY OF OCEANSIDE
PACIFIC
OCEAN
MAP
PROJECT SITE
Vicinity Map
Under pre-project conditions, the site is mostly pervious and covered with vegetation or bare
soil. A nearly 5 acre development pad has been mass-graded within the site. The pad is primarily
gently sloping towards an existing desiltation basin at its southwest corner. An existing storm
drain pipe conveys storm runoff out of the desiltation basin and away from the site.
A small portion of runoff from the development pad will flow easterly down the site entrance
and onto Paseo Lupino. An existing curb inlet along the west side of Paseo Lupino about 70 feet
south of the site entrance near Rancho Santa Fe Road captures this runoff.
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Under post-project conditions, most of the on-site runoff will continue to be conveyed in a
southwesterly direction across the pad. A proposed detention basin will be constructed just
southwest of the pad and mitigate for I 00-year flow increases due to the project, if required. A
small portion of the on-site runoff will continue to be directed to Paseo Lupino. A small area
near the northerly comer of the project will flow into an existing concrete drainage ditch that
conveys runoff in a southwesterly direction along the toe of slope of the pad. The ditch
ultimately directs its runoff into the storm drain system serving the existing detention basin.
This report contains preliminary drainage analyses for Latitude 33's Preliminary Review plans.
The analyses determine drainage increases associated with the site and conceptual mitigation
requirements.
HYDROLOGIC AND DETENTION ANALYSES
Hydrologic analyses were performed to determine the 1 00-year flow rates under pre-(existing)
and post-project (proposed) conditions. The County of San Diego's 2003 Hydrology Manual
rational method procedure was used for the 1 00-year hydrologic analyses. The rational method
input parameters are summarized below and the supporting data is included in Appendix A:
• Precipitation: The I 00-year, 6-and 24-hour precipitation values are 2.8 and 5.1 inches,
respectively.
• Drainage areas: The drainage basins were delineated from the base topography and the
Preliminary Review plans' grading by Latitude 33. A site investigation was performed to
verify the pre-project delineations. See the Rational Method Work Map exhibits in the map
pocket for the basin boundaries, rational method node numbers, and basin areas.
• Hydrologic soil groups: The hydrologic soil groups were determined from the Natural
Resources Conservation Service's (NRCS) Web Soil Survey. The soil group in the study
area is entirely type D.
• Runoff coefficients: The site is currently undeveloped and supports natural ground cover.
Land uses for the undeveloped and natural areas were based on the undisturbed natural
terrain category. The project will create 32 detached residential units on just over 5.57 acres
so the Medium Density Residential (7.3 DU/A or less) category was used for the proposed
development.
• Flow lengths and elevations: The flow lengths and elevations were obtained from the base
topography and engineering plans.
The existing and proposed condition rational method results are included in Appendix A and
summarized in Table 1. The results are given for the major drainage basins to the existing storm
drain near the southwest portion of the site and to Paseo Lupino. The proposed condition flow
rate to the southwest is determined by adding the overall flow rate to the southwest (proposed
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conditi on rational method nodes 24, 36, and 46) and to the north (proposed condition rational
dnode 56). metho
Dra· tnage
as in B
To Star m Drain
uthwest at So
To Paseo
ino LUJ
Existing Proposed Existing Condition Proposed Condition
Condition Area, Condition Area, 100-Year Flow Rate, 100-Year Flow Rate,
ac ac cfs cfs
5.46 5.55 8.3 14.7
4.86+0.69 = 5.55) 12.5+2.0 = 14.7
0.38 0.29 0.7 0.9
Table 1. Summary of 100-Year Rational Method Results
There suits indicate that the project will increase the 1 00-year flow rates. The flow rate towards
Lupino merely increases by 0.2 cfs and this flow is captured by the existing curb inlet near
1ect entrance. Therefore, mitigation is not proposed for this minor increase. On the other
he 1 00-year flow rate towards the existing storm drain near the southwest portion of the
area will increase by 6.4 cubic feet per second ( cfs) due to development.
Paseo
the pro
hand, t
project
Adete ntion basin is proposed near the southwest corner of the site to mitigate the project's 100-
ow increase. Detention will also be accomplished in some of the additional basins within
velopment area. In order to perform a detention analysis, the proposed condition rational
d results (12.5 cfs) at the southwest detention basin was converted to a hydrograph. The
year fl
the de
me tho
County of San Diego's Rational Method Hydrograph program, which performs a rational method
ograph conversion as outlined in the San Diego County Hydrology Manual was used. The
rainfall, tributary area, I 00-year peak flow, time of concentration, and weighted average
coefficient were input to the program. The generated hydrograph was then entered into
to estimate the storage volume needed to attenuate the 100-year flow rate of 12.5 cfs by
to 6.1 cfs. The results are included in Appendix A and show a conceptual storage volume
acre-feet is required. The actual storage volume during final engineering will be larger
to hydr
6-hour
runoff
HEC-1
6.4 cfs
of 0.16
when fi reeboard and the actual outlet works are considered. In addition, since the detention will
ad amongst a few of the on-site basins, each basin will be analyzed separately during final
ering.
be spre
engme
CONC LUSION
Prelimi nary hydrologic and detention analyses have been performed for the La Costa Town
Preliminary Review plans by Latitude 33. The analyses were based on the grading and
drain layout proposed on the plans. The results indicate that the project will increase the
ar flow rates, which is typical of a residential development. The results also provide the
ed detention volume to attenuate the 1 00-year post-project flow rate to the pre-project
Square
storm
100-ye
propos
level.
3
J
I APPENDIX A
I 1 00-YEAR RATIONAL METHOD
I AND DETENTION ANALYSES
AND SUPPORTING DATA
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LEGEND:
DRAINAGE BASIN BOUNDARY
- -OVERLAND FLOW PATH
3.62 AC DRAINAGE BASIN AREA
(]]] RATIONAL METHOD NODE NUMBER
1" = 1 00'
~
0 100
EXISTING CONDITION
RATIONA L ME THOD WORK MA P
I ------------------------------------~~~~~~~~~~~~~~~~------.
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LEGEND:
DRAINAGE BASIN BOUNDARY
- -OVERLAND FLOW PATH
PROPOSED STORM DRAIN
I 3.62 AC DRAINAGE BASIN AREA
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[![) RATIONAL METHOD NODE NUMBER
1" = 1 00'
~
0 100
PROPOSED CONDITION
RATIONAL METHOD WORK MAP
-------------------
7' ~ ' ' . :-.. :-..
"' •..
"'
n•
n.
n
' '
0.1 !-, +-f-+-1-f-+-f-L...l....U.+.J..I..I..J.+U..I.I.I. ....... fW'-
6 7 8 10
Minutes
+I+I+I+I+H-flfll I Dl~ for Application:
(1) From precipitation maps detennine S hr and 24 hr amounts
for the selected frequency. These maps are included in the
County Hydrology Manual (10, 50, and 100 yrmaps included
In the Design and Procedure Manual).
0 0
Duration
EQUATION
1 = 7.44 Ps D-O.S45
I = Intensity (inlhr)
P S = 6-Hour Precipitation (in)
D = Duration (min)
(2) AdjustS hr precipitation (if necessary) so that it is within
the range of 45% to S5% of the 24 hr precipitation (not
appllcaple to Desert).
(3) PlotS hr precipitation on the right side of the chart.
(4) Draw a line through the point parallel to the plotted lines.
(5) This line is the intensity-duration curve for the location
being analyzed.
Application Fonn: ~ I"' '{' (a) Selected frequency J.QQ_ year ~ ~ 8 p ,~ · (b) Ps = 2. in. p24 = 5.1 __..§. = 54.9 %(2) ~ ~ --• --·p24 --
,~ ll (c) Adjusted Ps(2) = ~in. :-fN:t+"!oo:::FH;±T"tokl:l'l~& a.o 12. -t..!+'l"'d-+f'ltfl'!oldt~!ll!ll-5.5 ~ :-1-+'l'+tff-~-fl'ltifl~-5.0 g 4.5 5' _,...,:-..+t-A-0:+-ff'I-~H-++i~WII-4.0 ~
H+R"-Id-!-++H.!-1-1-R~~if. 3.5 !!.
1.0
Hours
Intensity-Duration Design Chert • Template
(d) t,. = __ min. tx and I per rational method
(e) 1 = __ ln./hr. analyses .
Note: This chart replaces the Intensity-Duration-Frequency
curves used since 1965.
FIGURE
3-1
-------------------
.1•· I.'
·\
• I I ! .
'_,'
·· ·.;rr· ·=, .-.;' . ![ .... '. .;H "··
I
~··.··
: .··:: ·! t·: : ·c ·.· .-~.·.· • •·:: :!t ... '::-~: ~i~~
·. I ·. I! ':" :,::
-" --• I -• -c-i i -i '':
' . ..,. .
' ... : . , . . I. ·_:_r_· :
·""< . I . . .
..... -I'
I I'
. N:: r-.;J'y t .
}. .........• I •+
... , . ,-:..;.;;_ ... ~· . ; . s.·. 1...... I -; .. l. .. . . I .:-.~. I . ...... . I·
I
I ! . I
I ·. t . • , ..
' '"" .. ' .Jr.:_ . , . I
\:I .... 'I ~-· . .. . I I
; ' ' -. j;
County of San Diego
Hydrology Manual
P6 = 2.8"
DPW *GIS _., __ ------
=-
-------------------
County of San Diego
Hydrology Manual
P24-5.1""
---'-~_c-, \--' '-'-+1 '!_L-=::-\ , . -. '' !_ , j ! _, l " ' --!--:T;_--, -;-~L:•, --'i-3 0 3-
' lJ ~~=---! ; i ; ' ',.; !,--:t ij -l ;i:: --i: i'' ,,
,---------------------------------------------
San Diego Cowtty Hydrology Manual
Date: Jwte 2003
Table3-1
Section:
Page:
RUNOFF COEFFICIENTS FOR URBAN AREAS
Land Use Rwtoff Coefficient "C"
Soil T
NRCS Elements Cowt Elements %IMPER A B
Undisturbed Natuml Terrain (Natuml) Permanent Open Space 0* 0.20 0.25
Low Density Residential (LOR) Residentia~ 1.0 OU/A or less 10 0.27 0.32
Low Density Residential (LOR) Residentia~ 2.0 OUIA or less 20 0.34 0.38
Low Density Residential (LOR) Residentia~ 2.9 OU/ A or less 25 0.38 0.41
Mediwn Density Residential (MDR) Residential, 4.3 OU/A or less 30 0.41 0.45
Mediwn Density Residential (MDR) Residenti~ 7.3 OU/A or less 40 0.48 0.51
Mediwn Density Residential (MDR) Residenti~ 10.9 OU/A or less 45 0.52 0.54
Mediwn Density Residential (MDR) Residential. 14.5 OU/A or less 50 0.55 0.58
High Density Residential (HDR) Residenti~ 24.0 OU/A or less 65 0.66 0.67
High Density Residential (HDR) Residenti~ 43.0 OU/A or less 80 0.76 0.77
Commercial/Industrial (N. Com) Neighborhood Commercial 80 0.76 0.77
Commercial/Industrial (G. Com) General Commercial 85 0.80 0.80
Commercial/Industrial (O.P. Com) Office Professional/Commercial 90 0.83 0.84
Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84
General Industrial 95 0.87 0.87
c
0.30
0.36
0.42
0.45
0.48
0.54
0.57
0.60
0.69
0.78
0.78
0.81
0.84
0.84
0.87
3
6of26
0
@)
0.41
0.46
0.49
0.52
(@)
0.60
0.63
0.71
0.79
0.79
0.82
0.85
0.85
0.87
*The values associated with 0"/o impervious may be used for direct calculation of the rwtoff coefficient as described in Section 3.1.2 (representing the pervious rwtOff
coefficient, Cp. f<r the soil type), or for areas that will remain wtdisturbed in perpetuity. Justification must be given that the area will remain natuml forever (e.g., the area
is located in Cleveland National Forest).
OU/ A ~ dwelling units per acre
NRCS ~ National Resources Conservation Service
3-6
-------------------·
1-w w LL
~
w u z ~
i5
w 1/) a: :::J 0 ~ w ~ ~
EXAMPLE:
Given: Watercourse Distance (D) = 70 Feet
Slope (s) = 1.3%
Runoff Coefficient (C) = 0.41
Overtand Flow Time (T) = 9.5 Minutes
SOURCE: Airport Drainage, Federal Aviation Administration, 1965
T = 1.8 (1.1-C) VD •vs
1/) w 1-:::J z
20 ::E
~
w
:::E
i=
~ LL
10 ~
:5 a: w > 0
FIGURE
Rational Formula -Overland Time of Flow Nomograph 3-3
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Ll.E
FMI
5000 -
EQUAOON
Tc " c~~3t385
Tc • Time of concenlnltion (hourw)
L • Watercourse Distllnce (milts)
Ll.E • Change In elwatlon along
effectlw slope line (Sae Figure 3-5)(-1
3000
2000
400
300
200
100
Ll.E
SOURCE: CaiWomia Division of Highways (1941) and Klrpich (1940)
L
Mllee Feet
0.5
L
-
3000 '
2000
1800
1800
1400
1200
1000
900
800
100
800
500
400
300
200
'
Nomograph for Defemination of
' '
Tc
Hours Minutes
4
2
1
' ' '
Tc
240
120
60
50
20
5
Time of Concentration (Tc) or Travel nme (Ttl for Natural watersheds
FIGURE
3-4
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2% l -n=.01~~--,._ n = .0175
2%
2 4 5 6 7 8 9 10
Discharge (C.F.S.)
EXAMPLE:
Glv«t: Q c to s = 2.5%
Chart gives: Depth • 0.4, Velocity= 4.4 f.p.s.
SOURCE: San (Jjego County Department of Special District Services Design Manual
Gutter and Roadway Discharge -Velocity Chart
RESIDENTIAL STREET
ONE SIDE ONLY
20 30 40 50
FIGURE
~
-- ------oil~n D~un~Cali~
33° 5'14"
33° 4' 52"
Map Scale: 1:4,910 if printed on A size (6.5" x 11") sheet
N
A ~-~:::::=~~----~~:=====:~Meters 0 50 100 200 300
~---~===~--------~=======~Feet 0 250 500 1,000 1,500
USDA Natural Resources
"""' Conservation Service
Web Soil Survey
National Cooperative Soil Survey
- - - - ---
9/20/2012
Page 1 of 3
33• 5' 14"
33° 4' 52"
I
,-· -- - ---- --- - - --- -- -Soil Map-San Diego County Area, California
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
D Area of Interest (AOI)
Soils
[J Soil Map Units
Special Point Features
1.!.1 Blowout
181 Borrow Pit
* Clay Spot
• Closed Depression
X Gravel Pit
... Gravelly Spot
0 Landfill
A Lava Flow
• Marsh or swamp
~ Mine or Quarry
• Miscellaneous Water
• Perennial Water
v Rock Outcrop
+ Saline Spot
.. Sandy Spot -Severely Eroded Spot
~ Sinkhole
9 Slide or Slip
II Sodic Spot
II Spoil Area
0 Stony Spot
Natural Resources
Conservation Service
(1) Very Stony Spot
t WetSpot
.. Other
Special Line Features
:.?{;' Gully
~, Short Steep Slope
Political Features
e Cities
Water Features
Streams and Canals
Transportation
~ •.+§~· Rails -Interstate Highways
""" us Routes
~ ..;:,.--=. Major Roads
~ Local Roads
Map Scale: 1 :4,910 if printed on A size (8.5" x 11 ") sheet.
The soil surveys that comprise your AOI were mapped at 1 :24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding ofthe detail of mapping and accuracy of soil line
placement. The maps do not show the small areas of contrasting
soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for accurate map
measurements .
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov
Coordinate System: UTM Zone 11 N NAD83
This product is generated from the USDA-NRCS certified data as of
the version date(s) listed below.
Soil Survey Area:
Survey Area Data:
San Diego County Area, California
Version 6, Dec 17, 2007
Date(s) aerial images were photographed: 6f7/2005
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
Web Soil Survey
National Cooperative Soil Survey
9120/2012
Page 2 of 3
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Soil Map-San Diego County Area, California
Map Unit Legend
San Diego County Area, Celifornla {CA638)
Map UnH Symbol Map Unit Name AcreslnAOI
ExG
HrC2
HrD2
LvF3
SbC
SnG
Totals for Area of Interest
Natural Resources
Conservation Service
Exchequer rocky silt loam, 30 to 70 percent
slopes
Huerhuero loam, 5 to 9 percent slopes,
eroded
Huerhuero loam, 9 to 15 percent slopes,
eroded
Loamy alluvialland-Huerhuero complex, 9
to 50 percent slopes, severely eroded
Salinas clay loam, 2 to 9 percent slopes
San Miguel-Exchequer rocky silt loams, 9
to 70 percent slopes
Web Soil Survey
National Cooperative Soil Survey
13.7
15.3
10.6
4.0
0.1
82.9
126.6
Percent of AOI
10.8%
12.1%
8.4%
3.2%
0.1%
65.5%
100.0%
9/20/2012
Page 3 of 3
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 12/11/12
La Costa Town Square
Preliminary Review Analysis
Existing Conditions
100-Year Flow Rate
********* Hydrology Study Control Information **********
Program License Serial Number 4028
Rational hydrology study storm event year is
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.800
24 hour precipitation(inches) = 5.100
P6/P24 = 54.9%
San Diego hydrology manual 'C' values used
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 12.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A-0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group C 0.000
Decimal fraction soil group D 1.000
[UNDISTURBED NATURAL TERRAIN
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
Initial subarea total flow distance 908.000(Ft.)
Highest elevation= 394.400(Ft.)
Lowest elevation= 367.700(Ft.)
Elevation difference= 26.700(Ft.) Slope= 2.941%
Top of Initial Area Slope adjusted by User to 50.000 %
Bottom of Initial Area Slope adjusted by User to 1.070 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
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for the top area slope value of 50.00 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration 3.66 minutes
TC ~ [1.8*(1.1-C)*distance(Ft.)A.S)/(% slopeA(1/3)]
TC ~ [1.8*(1.1-0.3500)*( 100.000A.5)/( 50.000A(1/3)]~ 3.66
The initial area total distance of 908.00 (Ft.) entered leaves a
remaining distance of 808.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 7.76 minutes
for a distance of 808.00 (Ft.) and a slope of 1.07 %
with an elevation difference of 8.65(Ft.) from the end of the top area
Tt ~ [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
7.762 Minutes
Tt~[(11.9*0.1530A3)/( 8.65)]A.385~ 7.76
Total initial area Ti 3.66 minutes from
7.76 minutes from the Figure 3-4 formula
Rainfall intensity (I) ~ 4.329(In/Hr)
Effective runoff coefficient used for area
Subarea runoff~ 7.863(CFS)
Figure 3-3 formula plus
11.43 minutes
for a 100.0 year storm
(Q~KCIA) is C ~ 0.350
Total initial stream area ~ 5.190(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 14.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) ~ 100.0 year storm
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group c
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 14.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area~ 5.460(Ac.)
Runoff from this stream 8.272(CFS)
Time of concentration ~ 11.43 min.
2
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Rainfall intensity= 4.329(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Proce~s from Point/Station 20.000 to Point/Station 22.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[UNDISTURBED NATURAL TERRAIN
(Permanent Open Space )
Impervious value, Ai = 0.000
Sub-Area C Value = 0.350
0.000
0.000
0.000
1.000
Initial subarea total flow distance 317.000(Ft.)
Highest elevation= 396.300(Ft.)
Lowest elevation= 377.200(Ft.)
Elevation difference 19.100(Ft.) Slope= 6.025 %
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 100.00 (Ft)
for the top area slope value of 6.03 %, in a development type of
Permanent Open Space
In Accordance With Figure 3-3
Initial Area Time of Concentration 7.42 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.S)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.3500)*( 100.000A.5)/( 6.025A(1/3)]= 7.42
The initial area total distance of 317.00 (Ft.) entered leaves a
remaining distance of 217.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.45 minutes
for a distance of 217.00 (Ft.) and a slope of 6.03 %
with an elevation difference of l3.07(Ft.) from the end of the top area
Tt = [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
1.450 Minutes
Tt=[(ll.9*0.0411A3)/( 13.07)]A.385= 1.45
Total initial area Ti = 7.42 minutes from
1.45 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.097(In/Hr)
Effective runoff coefficient used for area
Subarea runoff= 0.678(CFS)
Figure 3-3 formula plus
8.87 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.350
Total initial stream area = 0.380(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 22.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area 0.380(Ac.)
Runoff from this stream= 0.678(CFS)
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Time of concentration ~
Rainfall intensity ~
Summary of stream data:
8.87 min.
5. 097 ( In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
( In/Hr)
1 8 0 272 11.43 4.329
2 0.678 8.87 5.097
Qmax(1)
1. 000 * 1. 000 * 8.272) +
0.849 * 1. 000 * 0.678) + 8.848
Qmax(2)
1. 000 * 0.776 * 8.272) +
1. 000 * 1. 000 * 0.678) + 7.099
Total of 2 main streams to confluence:
Flow rates before confluence point:
8.272 0.678
Maximum flow rates at confluence using above data:
8.848 7.099
Area of streams before confluence:
5.460 0.380
Results of confluence:
Total flow rate~ 8.848(CFS)
Time of concentration~ 11.427 min.
Effective stream area after confluence
End of computations, total study area ~
4
5.840(Ac.)
5.840 (Ac.)
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San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c)l991-2009 Version 7.8
Rational method hydrology program based on
San Diego County Flood Control Division 2003 hydrology manual
Rational Hydrology Study Date: 12/11/12
La Costa Town Square
Preliminary Review Analysis
Proposed Conditions
100-Year Flow Rate
********* Hydrology Study Control Information **********
Program License Serial Number 4028
Rational hydrology study storm event year is
English (in-lb) input data Units used
Map data precipitation entered:
6 hour, precipitation(inches) = 2.800
24 hour precipitation(inches) = 5.100
P6/P24 = 54.9%
San Diego hydrology manual 'C' values used
100.0
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 10.000 to Point/Station 12.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group c 0.000
Decimal fraction soil group D 1. 000
[MEDIUM DENSITY RESIDENTIAL
(7. 3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area c Value = 0.570
Initial subarea total flow distance 92.000(Ft.)
Highest elevation= 384.800(Ft.)
Lowest elevation= 383.100(Ft.)
Elevation difference 1.700(Ft.) Slope= 1.848%
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 1.85 %, in a development type of
7.3 DU/A or Less
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In Accordance With Figure 3-3
Initial Area Time of Concentration 6.95 minutes
TC ~ [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC ~ [1.8*(1.1-0.5700)*( 80.000A.5)/( 1.850A(1/3)]~ 6.95
Rainfall intensity (I) ~ 5.965(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q~KCIA) is C ~ 0.570
Subarea runoff~ 0.340(CFS)
Total initial stream area ~ 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 12.000 to Point/Station 14.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation~ 383.100(Ft.)
End of street segment elevation~ 376.000(Ft.)
Length of street segment 303.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 16.000(Ft.)
Distance from crown to crossfall grade break 8.000(Ft.)
Slope from gutter to grade break (v/hz) ~ 0.020
Slope from grade break to crown (v/hz) 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line 12.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width~ 1.500(Ft.)
Gutter hike from flowline~ 1.500(In.)
Manning's N in gutter~ 0.0150
Manning's N from gutter to grade break 0.0180
Manning's N from grade break to crown~ 0.0180
Estimated mean flow rate at midpoint of street ~
Depth of flow~ 0.217(Ft.), Average velocity~
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width~ 6.086(Ft.)
Flow velocity~ 2.24(Ft/s)
Travel time ~ 2.25 min.
Adding area flow to street
Rainfall intensity (I) ~
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group c
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less
Impervious value, Ai ~ 0.400
Sub-Area C Value ~ 0.570
TC ~ 9.20 min.
4.977(In/Hr) for a
0.000
0.000
0.000
1. 000
0.990(CFS)
2.242 (Ft/s)
100.0 year storm
Rainfall intensity~ 4.977(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q~KCIA) is C ~ 0.570 CA ~ 0.314
Subarea runoff 1.220(CFS) for 0.450(Ac.)
Total runoff~ 1.560(CFS) Total area~ 0.550(Ac.)
Street flow at end of street ~ 1.560(CFS)
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1.560(CFS) Half street flow
Depth of flow =
Flow width (from
at end of street =
0.245(Ft.), Average
curb towards crown)=
velocity= 2.466(Ft/s)
7. 4 93 (Ft.)
~~~~~~++++++++++++++++++++++++++++++++++++++++++~+++++++++++++++++++++
Process from Point/Station 14.000 to Point/Station 16.000
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation= 376.000(Ft.)
Downstream point elevation 373.600(Ft.)
Channel length thru subarea 18.000(Ft.)
Channel base width 2.000(Ft.)
Slope or 'Z' of left channel bank=
Slope or 'Z' of right channel bank=
Manning's 'N' = 0.015
0.000
0.000
Maximum depth of channel 0.500(Ft.)
Flow(q) thru subarea= 1.560(CFS)
Depth of flow= 0.104(Ft.), Average velocity
Channel flow top width= 2.000(Ft.)
Flow Velocity= 7.49(Ft/s)
Travel time 0.04 min.
Time of concentration 9.24 min.
critical depth= 0.266(Ft.)
7.494(Ft/s)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++~++++++++++++++
Process from Point/Station 16.000 to Point/Station 16.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) =
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group c
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
sub-Area C Value = 0.570
4.963(In/Hr) for a
0.000
0.000
0.000
1. 000
Time of concentration = 9.24 min.
100.0 year storm
Rainfall intensity= 4.963(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.524
subarea runoff
Total runoff =
1.042 (CFS) for
2.603(CFS) Total
0.370(Ac.)
area= 0.920(Ac.)
+++++++++++++++++~++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 18.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
upstream point/station elevation = 373.600(Ft.)
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Downstream point/station elevation= 370.740(Ft.)
Pipe length 286.00(Ft.) Slope = 0.0100 Manning's N 0.013
No. of pipes= 1 Required pipe flow 2.603(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 2.603(CFS)
Normal flow depth in pipe= 7.62(In.)
Flow top width inside pipe= 11.56(In.)
Critical Depth= 8.30(In.)
Pipe flow velocity= 4.95(Ft/s)
Travel time through pipe= 0.96 min.
Time of concentration (TC) = 10.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 16.000 to Point/Station 18.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 0.920(Ac.)
Runoff from this stream 2.603(CFS)
Time of concentration
Rainfall intensity =
10.21 min.
4.656(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 20.000 to Point/Station 22.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
0.000
0.000
0.000
1.000
Initial subarea total flow distance 195.000(Ft.)
Highest elevation= 380.800(Ft.)
Lowest elevation= 377.500(Ft.)
Elevation difference 3.300(Ft.) Slope= 1.692%
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 80.00 (Ft)
for the top area slope value of 1.69 %, in a development type of
7.3 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 7.16 minutes
TC = [1.8*(1.1-C)*distance(Ft.)'.5)/(% slope'(1/3)]
TC = [1.8*(1.1-0.5700)*( 80.000'.5)/( 1.690'(1/3)]= 7.16
The initial area total distance of 195.00 (Ft.) entered leaves a
remaining distance of 115.00 (Ft.)
Using Figure 3-4, the travel time for this distance is 1.45 minutes
for a distance of 115.00 (Ft.) and a slope of 1.69%
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with an elevation difference of 1.94(Ft.) from the end of the top
Tt ~ [11.9*length(Mi)A3)/(elevation change(Ft.))]A.385 *60(min/hr)
1.451 Minutes
Tt=[(11.9*0.0218A3)/( 1.94)]A.385= 1.45
Total initial area Ti = 7.16 minutes from
1.45 minutes from the Figure 3-4 formula
Rainfall intensity (I) = 5.194(In/Hr)
Effective runoff coefficient used for area
Subarea runoff~ 1.806(CFS)
Figure 3-3 formula plus
8.61 minutes
for a 100.0 year storm
(Q=KCIA) is C = 0.570
Total initial stream area = 0.610(Ac.)
area
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 22.000 to Point/Station 18.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation-377.500(Ft.)
Downstream point/station elevation 377.280(Ft.)
Pipe length 22.00(Ft.) Slope 0.0100 Manning's N 0.013
No. of pipes = 1 Required pipe flow 1.806(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 1.806(CFS)
Normal flow depth in pipe= 6.05(In.)
Flow top width inside pipe= 12.00(In.)
Critical Depth~ 6.87(In.)
Pipe flow velocity~ 4.55(Ft/s)
Travel time through pipe ~ 0.08 min.
Time of concentration (TC) = 8.69 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 22.000 to Point/Station 18.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area= 0.610(Ac.)
Runoff from this stream 1.806(CFS)
Time of concentration~ 8.69 min.
Rainfall intensity~ 5.163(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.603 10.21 4.656
2 1.806 8.69 5.163
Qmax(1)
1.000 * 1.000 * 2.603) +
0.902 * 1.000 * 1.806) + 4.231
Qmax(2)
1.000 * 0.852 * 2.603) +
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1.000 * 1.000 * 1.806) + 4.023
Total of 2 streams to confluence:
Flow rates before confluence point:
2.603 1.806
Maximum flow rates at confluence using above data:
4.231 4.023
Area of streams before confluence:
0.920 0.610
Results of confluence:
Total flow rate= 4.231(CFS)
Time of concentration 10.206 min.
Effective stream area after confluence 1.530(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 18.000 to Point/Station 24.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation-370.740(Ft.)
Downstream point/station elevation 358.000(Ft.)
Pipe length ~ 568.00(Ft.) Slope 0.0224 Manning's N
No. of pipes~ 1 Required pipe flow 4.231(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 4.231(CFS)
Normal flow depth in pipe= 8.06(In.)
Flow top width inside pipe= 11.27(In.)
Critical Depth= 10.40(In.)
Pipe flow velocity= 7.53(Ft/s)
Travel time through pipe = 1.26 min.
Time of concentration (TC) = 11.46 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 18.000 to Point/Station 24.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area= 1.530(Ac.)
Runoff from this stream 4.231(CFS)
Time of concentration
Rainfall intensity =
11.46 min.
4.320(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 30.000 to Point/Station 32.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A -0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group c 0.000
Decimal fraction soil group D 1.000
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[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
Initial subarea total flow distance 110.000(Ft.)
Highest elevation= 382.100(Ft.)
Lowest elevation= 381.000(Ft.)
Elevation difference 1.100(Ft.) Slope= 1.000%
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 7.69 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.5700)*( 65.000A.5)/( 1.000A(1/3)]= 7.69
Rainfall intensity (I) = 5.588(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff= 0.319(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 32.000 to Point/Station 34.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation-381.000(Ft.)
End of street segment elevation= 377.000(Ft.)
Length of street segment 377.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 16.000(Ft.)
Distance from crown to crossfall grade break 8.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line 12.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width= 1.500(Ft.)
Gutter hike from flowline= 1.500(In.)
Manning's N in gutter= 0.0150
Manning's N from gutter to grade break 0.0180
Manning's N from grade break to crown= 0.0180
Estimated mean flow rate at midpoint of street =
Depth of flow= 0.326(Ft.), Average velocity=
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 11.570(Ft.)
Flow velocity= 2.10(Ft/s)
Travel time = 2.99 min. TC = 10.68 min.
Adding area flow to street
Rainfall intensity (I) = 4.521(In/Hr) for a
Decimal fraction soil group A 0.000
Decimal fraction soil group B = 0.000
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2.962(CFS)
2.101(Ft/s)
100.0 year storm
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Decimal fraction soil group c
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
0.000
1.000
Rainfall intensity= 4.52l(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 1.220
Subarea runoff 5.196(CFS) for 2.040(Ac.)
Total runoff= 5.515(CFS) Total area= 2.140(Ac.)
Street flow at end of street= 5.515(CFS)
Half street flow at end of street = 5.515(CFS)
Depth of flow= 0.39l(Ft.), Average velocity= 2.436(Ft/s)
Flow width (from curb towards crown)= 14.809(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 34.000 to Point/Station 36.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation-372.000(Ft.)
Downstream point/station elevation 329.000(Ft.)
Pipe length 483.00(Ft.) Slope 0.0890 Manning's N
No. of pipes = 1 Required pipe flow 5.515(CFS)
Nearest computed pipe diameter 12.00(In.)
Calculated individual pipe flow 5.515(CFS)
Normal flow depth in pipe= 6.13(In.)
Flow top width inside pipe= 12.00(In.)
Critical Depth= 11.28(In.)
Pipe flow velocity= 13.66(Ft/s)
Travel time through pipe = 0.59 min.
Time of concentration (TC) = 11.27 min.
0.013
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 36.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity (I) -
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
4.367(In/Hr)
0.000
0.000
0.000
1.000
Time of concentration= 11.27 min.
for a 100.0 year storm
Rainfall intensity= 4.367(In/Hr) for a 100.0 year storm
area Effective runoff coefficient used for total
(Q=KCIA) is C = 0.570 CA = 1.374
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Subarea runoff
Total runoff =
0.484(CFS)
5.999(CFS)
for 0.270(Ac.)
Total area= 2.410(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 36.000 to Point/Station 36.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: l in normal stream number 2
Stream flow area= 2.410(Ac.)
Runoff from this stream 5.999(CFS)
Time of concentration
Rainfall intensity =
11.27 min.
4.367(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 40.000 to Point/Station 42.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A 0.000
Decimal fraction soil group B 0.000
Decimal fraction soil group c 0.000
Decimal fraction soil group D 1. 000
[MEDIUM DENSITY RESIDENTIAL
(7. 3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area c Value = 0.570
Initial subarea total flow distance 100.000(Ft.)
Highest elevation= 374.800(Ft.)
Lowest elevation= 373.800(Ft.)
Elevation difference 1.000(Ft.) Slope= 1.000%
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 7.69 minutes
TC = [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC = [1.8*(1.1-0.5700)*( 65.000A.5)/( 1.000A(1/3)]= 7.69
Rainfall intensity (I) = 5.588(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff= 0.382(CFS)
Total initial stream area = 0.120(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 42.000 to Point/Station 44.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation-373.800(Ft.)
End of street segment elevation= 372.000(Ft.)
Length of street segment 168.000(Ft.)
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-----------------------------------
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 18.000 (Ft.)
Distance from crown to crossfall grade break 8.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line 10.000(Ft.)
Slope from curb to property line (v/hz) 0. 020
Gutter width= 1.500(Ft.)
Gutter hike from flowline= 1.500(In.)
Manning's N in gutter= 0.0150
Manning's N from gutter to grade break 0.0180
Manning's N from grade break to crown= 0.0180
Estimated mean flow rate at midpoint of street =
Depth of flow= 0.262(Ft.), Average velocity=
Streetflow hydraulics at midpoint of street travel:
1.357(CFS)
1. 763 (Ft/s)
Halfstreet flow width= 8.359(Ft.)
Flow velocity= 1.76(Ft/s)
Travel time = 1.59 min. TC = 9.28 min.
Adding area flow to street
Rainfall intensity (I) =
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
4.951(In/Hr)
0.000
0.000
0.000
1.000
for a 100.0 year storm
Rainfall intensity= 4.951(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.456
Subarea runoff 1.875(CFS) for 0.680(Ac.)
Total runoff= 2.257(CFS) Total area= 0.800(Ac.)
Street flow at end of street= 2.257(CFS)
Half street flow at end of street= 2.257(CFS)
Depth of flow= 0.302(Ft.), Average velocity= 1.979(Ft/s)
Flow width (from curb towards crown)= 10.341(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 44.000 to Point/Station 46.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation= 367.000(Ft.)
Downstream point/station elevation 360.000(Ft.)
Pipe length 156.00(Ft.) Slope 0.0449 Manning's N 0.013
No. of pipes= 1 Required pipe flow 2.257(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 2.257(CFS)
Normal flow depth in pipe= 5.26(In.)
Flow top width inside pipe= 8.87(In.)
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Critical Depth ~
Pipe flow velocity
8.06(In.)
8.43(Ft/s)
Travel time through pipe ~
Time of concentration (TC) ~
0.31 min.
9.59 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 44.000 to Point/Station 46.000
**** SUBAREA FLOW ADDITION ****
Rainfall intensity ( I ) ~
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group c
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less )
Impervious value, Ai ~ 0.400
Sub-Area C Value ~ 0.570
4.847(In/Hr) for a
0.000
0.000
0.000
1. 000
Time of concentration ~ 9.59 min.
100.0 year storm
Rainfall intensity~ 4.847(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q~KCIA) is C ~ 0.570 CA ~ 0.524
Subarea runoff 0.284(CFS) for 0.120(Ac.)
Total runoff~ 2.542(CFS) Total area~ 0.920(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 44.000 to Point/Station 46.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area~ 0.920(Ac.)
Runoff from this stream 2.542(CFS)
Time of concentration ~
Rainfall intensity ~
Summary of stream data:
9.59 min.
4.847(In/Hr)
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
( In/Hr)
1 4.231 11.46 4.320
2 5.999 11.27 4.367
3 2.542 9.59 4.847
Qmax(l)
1. 000 * 1. 000 * 4.231) +
0.989 * 1. 000 * 5. 999) +
0.891 * 1. 000 * 2.542) + 12.432
Qmax(2)
1.000 * 0.983 * 4.231) +
1.000 * 1.000 * 5.999) +
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0.901 * 1.000 * 2.542) + 12.450
Qmax(3)
1.000 * 0.837 * 4.231) +
1.000 * 0.851 * 5.999) +
1.000 * 1.000 * 2.542) + 11.185
Total of 3 streams to confluence:
Flow rates before confluence point:
4.231 5.999 2.542
Maximum flow rates at confluence using above data:
12.432 12.450 11.185
Area of streams before confluence:
1.530 2.410 0.920
Results of confluence:
Total flow rate = 12.450(CFS)
Time of concentration 11.272 min.
Effective stream area after confluence 4.860(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 24.000 to Point/Station 46.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area= 4.860(Ac.)
Runoff from this stream 12.450(CFS)
Time of concentration =
Rainfall intensity =
Program is now starting
11.27 min.
4.367(In/Hr)
with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 50.000 to Point/Station 52.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
0.000
0.000
0.000
1.000
Initial subarea total flow distance 100.000(Ft.)
Highest elevation= 384.500(Ft.)
Lowest elevation= 383.500(Ft.)
Elevation difference 1.000(Ft.) Slope= 1.000%
INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
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In Accordance With Figure 3-3
Initial Area Time of Concentration 7.69 minutes
TC ~ [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC ~ [1.8*(1.1-0.5700)*( 65.000A.5)/( 1.000A(1/3)]= 7.69
Rainfall intensity (I) = 5.588(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.570
Subarea runoff= 0.319(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 52.000 to Point/Station 54.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation= 383.500(Ft.)
End of street segment elevation= 382.000(Ft.)
Length of street segment 135.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 18.000(Ft.)
Distance from crown to crossfall grade break 8.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line 10.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width= 1.500(Ft.)
Gutter hike from flowline= 1.500(In.)
Manning's N in gutter= 0.0150
Manning's N from gutter to grade break 0.0180
Manning's N from grade break to crown= 0.0180
Estimated mean flow rate at midpoint of street =
Depth of flow= 0.251(Ft.), Average velocity=
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= 7.807(Ft.)
Flow velocity= 1.73(Ft/s)
Travel time= 1.30 min. TC = 8.99 min.
Adding area flow to street
Rainfall intensity (I) =
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value= 0.570
5.053(In/Hr)
0.000
0.000
0.000
1.000
for a
1.180(CFS)
1.733(Ft/s)
100.0 year storm
Rainfall intensity= 5.053(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q=KCIA) is C = 0.570 CA = 0.393
Subarea runoff 1.669(CFS) for 0.590(Ac.)
Total runoff= 1.987(CFS) Total area= 0.690(Ac.)
Street flow at end of street= 1.987(CFS)
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1. 987 (CFS) Half street flow at end of street =
Depth of flow= 0.290(Ft.), Average
Flow width (from curb towards crown)=
velocity= 1.949(Ft/s)
9. 739 (Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 54.000 to Point/Station 56.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream point/station elevation-378.000(Ft.)
Downstream point/station elevation 375.000(Ft.)
Pipe length 70.00(Ft.) Slope 0.0429 Manning's N 0.013
No. of pipes= 1 Required pipe flow 1.987(CFS)
Nearest computed pipe diameter 9.00(In.)
Calculated individual pipe flow 1.987(CFS)
Normal flow depth in pipe= 4.92(In.)
Flow top width inside pipe= 8.96(In.)
Critical Depth= 7.69(In.)
Pipe flow velocity= 8.04(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 9.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 54.000 to Point/Station 56.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area= 0.690(Ac.)
Runoff from this stream 1.987(CFS)
Time of concentration = 9.13 min.
Rainfall intensity= 5.001(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 60.000 to Point/Station 62.000
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
Decimal fraction soil group
[MEDIUM DENSITY RESIDENTIAL
(7. 3 DU/A or Less )
Impervious value, Ai = 0.400
Sub-Area C Value = 0.570
A 0.000
B 0.000
c 0.000
D 1.000
Initial subarea total flow distance
Highest elevation= 382.000(Ft.)
Lowest elevation= 381.000(Ft.)
Elevation difference= 1.000(Ft.)
14
10 0 . 0 0 0 (Ft. )
Slope 1. 000 %
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INITIAL AREA TIME OF CONCENTRATION CALCULATIONS:
The maximum overland flow distance is 65.00 (Ft)
for the top area slope value of 1.00 %, in a development type of
7.3 DU/A or Less
In Accordance With Figure 3-3
Initial Area Time of Concentration 7.69 minutes
TC ~ [1.8*(1.1-C)*distance(Ft.)A.5)/(% slopeA(1/3)]
TC ~ [1.8*(1.1-0.5700)*( 65.000A.5)/( 1.000A(1/3)]~ 7.69
Rainfall intensity (I) ~ 5.588(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for area (Q~KCIA) is C ~ 0.570
Subarea runoff~ 0.159(CFS)
Total initial stream area ~ 0.050(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 62.000 to Point/Station 64.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation~ 381.000(Ft.)
End of street segment elevation~ 375.000(Ft.)
Length of street segment 110.000(Ft.)
Height of curb above gutter flowline 6.0(In.)
Width of half street (curb to crown) 18.000(Ft.)
Distance from crown to crossfall grade break 8.000(Ft.)
Slope from gutter to grade break (v/hz) ~ 0.020
Slope from grade break to crown (v/hz) 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line 10.000(Ft.)
Slope from curb to property line (v/hz) 0.020
Gutter width~ 1.500(Ft.)
Gutter hike from flowline~ 1.500(In.)
Manning's N in gutter~ 0.0150
Manning's N from gutter to grade break 0.0180
Manning's N from grade break to crown~ 0.0180
Estimated mean flow rate at midpoint of street ~
Depth of flow~ O.l56(Ft.), Average velocity~
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width~ 3.054(Ft.)
Flow velocity~ 2.90(Ft/s)
Travel time ~ 0.63 min.
Adding area flow to street
Rainfall intensity (I) ~
Decimal fraction soil group A
Decimal fraction soil group B
Decimal fraction soil group C
Decimal fraction soil group D
[MEDIUM DENSITY RESIDENTIAL
(7.3 DU/A or Less )
Impervious value, Ai ~ 0.400
Sub-Area C Value ~ 0.570
TC ~ 8.32 min.
5.310(In/Hr) for a
0.000
0.000
0.000
1.000
0.476(CFS)
2.896(Ft/s)
100.0 year storm
Rainfall intensity~ 5.310(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
15
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0.165 (Q~KCIA) is C ~ 0.570
Subarea runoff
CA ~
0.718(CFS)
0.878(CFS)
for 0.240(Ac.)
Total runoff ~ Total area~ 0.290(Ac.)
Street flow at end of street ~ 0.878(CFS)
0.878(CFS) Half street flow
Depth of flow ~
Flow width (from
at end of street ~
0.187(Ft.), Average
curb towards crown)~
velocity ~ 3.096(Ft/s)
4.607(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 62.000 to Point/Station 64.000
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area~ 0.290(Ac.)
Runoff from this stream 0.878(CFS)
Time of concentration~ 8.32 min.
Rainfall intensity~ 5.310(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
( In/Hr)
1 12.450 11.27 4.367
2 1.987 9.13 5.001
3 0.878 8.32 5.310
Qmax(l)
1. 000 * 1. 000 * 12.450) +
0.873 * 1. 000 * 1.987) +
0.822 * 1. 000 * 0.878) + 14.908
Qmax(2)
1. 000 * 0.810 * 12.450) +
1. 000 * 1. 000 * 1.987) +
0.942 * 1. 000 * 0.878) + 12.904
Qmax(3)
1.000 * 0.739 * 12.450) +
1. 000 * 0. 911 * 1. 98 7) +
1. 000 * 1. 000 * 0.878) + 11.884
Total of 3 main streams to confluence:
Flow rates before confluence point:
12.450 1. 987 0.878
Maximum flow rates at confluence using above data:
14.908 12.904 11.884
Area of streams before confluence:
4.860 0.690 0.290
Results of confluence:
Total flow rate~ 14.908(CFS)
16
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I Time of concentration = 11.272 min.
Effective stream area after confluence 5.840(Ac.)
I End of computations, total study area = 5.840 (Ac.)
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CONCEPTUAL DETENTION ANALYSIS
***********''*************************'**** '**'*************************************
• • • • • El.(X]) H'.{DRXRll..fH POCKilGE: (HEl::-1) • • U.S. AfMf crnPS OF EN3INEERS • • JUN 1998 • • HYIFOICGIC EN3IN£EEUN::; CENTER • • VERSICN 4.1 • • 609 SEIXND S'I'REEI' • • • • DA.VIS, CALIFCRITA 95616 • • RlN "'TE 21SEP12 TIME 15:54:08 • • (916) 756-1104 • • • • •
***************************************** ***************************************
X X xxxxxxx l<XXXX X
X X X X X XX
X X X X X
xxxxxxx lO(lO( X l<XXXX X
X X X X X
X X X X X X
X X xxxxxxx l<XXXX XXX
THIS PRCGPJ\M REPillCES ALL PREVICUS VERSICNS OF HEr:-1 I®:WN PS HELl (JAN 73), HOClGS, HEl:lDB, AND HEr::lKW.
THE DEFINITICNS OF VARIABLES -RITMP-AND -RI'ICR-HAVE CHAN3ED rn:M TimE USED WITH THE 1973-STYLE INFUI' STRI.CIURE.
THE DEFINITICN OF -AM:lliK-CN R1-CARD WAS c:::HNiKlED WITH REVISICNS D.D..TED 28 SEP 81. THIS IS THE E'CRI'EWf77 VEruiCN
NEW OPITrns: DPMBRFAK CUI'F1CW SOHflGN:E , STIG.E EVENT J:W.'.:tllGE CAI..ClllATICN, WS:WRITE S'I11GE ~,
OSS:READ TIME SERIES AT DESIRED CAI..CUI.ATICN INlERVAL Iffi'3 PATE: GREEN AND AMP!' INFILTAATICN
KlliiEMATIC WAVE: NEW FTNITE DI~ AI..G:ruTHM
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HEI.::-1 :rnror
LINE ID ....... 1 •••• , •• 2 •••• , •. 3 ••••••• 4 ....... 5 .....•. 6 ••••••• 7 •••••.. 8 ....... 9 ....•. 10
*DI!'J3Ri'M
**"1. E'R.EE ***
1 ID IA o:::Brn. 'KW'J SQJARE FPOJECI'
2 ID PRELIMINARY CEI'ENI'ICN ANALYSIS
3 ID 100-YEAR STCm: EVENI'
4 IT 2 01J1lN90 1200 200
5 KK 81\SIN
6 "" RATIQJAL }EI'fO) HYI.:R:::GW?H o:NVERSICN
7 KM 6-IDJR FAINEALL IS 2 • 8 rn::EES
8 KM FATICNAL MEinKlD RUNJFF CCEFFICIENI' IS 0.57
9 KM RATIQJAL METiro TIME CF o:::N::ENI'PATIQil IS 11.27 MINUI'ES
10 EA 0.0076
11 IN 11 01JAN90 1153
12 QI 0 0.5 0.5 0.5 0.5 0.5 0.5
13 QI 0.6 0.7 0.7 0.8 0.8 0.9 1
14 QI 1.7 2.4 3.2 12.5 2 1.3 1
15 QI 0.6 0.6 0.5 0.5 0 0 0
16 QI 0 0 0 0 0
17 KK DEl'AIN
18 RS 1 srrn -1
19 SJ 0 0.16
20 9;l 0 6.1
21 SE 100 101
22 zz
1
sc:HEMA.TIC DIJIGRl'M OF STRE7'lM NEiw.:::ru< rmur
WNE (V) roJl'ING (-->) DIVEFSICN CR £U1P Fl.Q\1'
No. (.) cx:NNEJCiffi (<---} RETURN OF DIVERIID CR PUMPED F1.Q\I'
5 81\SIN
v
v
17 DEl'AIN
( *""*) RIJ!:iKJFF AlSO CGIFUI'ED AT THIS u::c.ATICN
0.6
1.1
0.9
0
0.6
1.2
0.7
0
0.6
1.5
0.7
0
Pl\GE 1
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*****************************************
• • • F1JXD HYDBCGFAPH P~ {HEC-1) • • JUN 1998 • • VERSICN 4.1 • • • • I<N Il\TE 1100::::12 TIME 20:05:58 • • •
*****************************************
IT
IA CCSTA 'IrnN scrJA,RE PIDJEL'T
PRELIMINARY IEI'ENI'ICN ANALYSIS
100-YEAR Siffi1 E.VENI'
NMIN 2 MINUTES IN o::ME:urn.TICN INI'ERVAL
Ill\TE 1Jl>N90 SI'ARrrn::; Il'\TE
!TIME 1200 SI'ARTTI{; TIME
NQ 200 NUMBER OF HYI:::R::GW'H OODINATES
NCUTE 1Jl\N90 ENDrn::; Il\TE
NDI'IME 1838 ENDm:; TIME
!CENT 19 CENlURY MARK
CCMEUI'ATICN INIERVAL
TOI'AL TIME EASE
.03 HClJFS
6.63 HClJFS
:El:\GLISH UNITS
DFAINAGE; AREA SQJARE MILES
PRECIPITATICN DEPIH :rn:::HES
FEET
CUBIC EEEI' PER SED:tiD
I'CRE-FEET
ACRES
DEl3REES EAHRENHEIT
***************************************
• • • U.S. APMY CffiFS OF ENGINEERS • • HYrnDI..CGIC EN3INEERrn3 CENI'ER • 609 SElXND STPEEI' • • rnvrs, CALIFmiTA 95616 • • {916) 756-1104 • • •
***************************************
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
5KK
lliN
10 !'1\
**************
• • • BASIN • •
**************
RATICNAL M8I'HOD H'iiRC.GWH crnvrnsiCN
6-HOOR PAINFm.L IS 2. 8 m::HES
RATICNAL M8I'HOD RIJOOFF CCEFFICIENI' IS 0. 57
RATICNAL M8I'HOD TIME OF CCN:.::ENrnATICN IS 11.27 MrnUI'ES
TIME: DA.TA FCR INfUI' TIME SERIE'S
JXMIN 11 TIME INI'ERVAL IN MINUI'ES
JXDi'ITE 1JAN90 SI'ARTTI{; rnTE
JXTIME 1153 Sl'ARI'IN3 TIME
SUBBASIN RI.JNJFF a\TA
SUBBASIN CHARA.C.'I'ffi!Sl'ICS
TARE'A • 01 SUBBASIN AREA ...
***********************************************************************************************************************************
HYDRCGRAPH AT STATIQil BASIN
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1 JAN 1200 1
1 JAN 1202 2
1 JAN 1204 3
1 JAN 1206 4
1 JAN 1208 5
1 JAN 1210 6
1 JAN 1212 7
1 JAN 1214 8
1 JAN 1216 9
1 JAN 1218 10
1 JAN 1220 11
1 JAN 1222 12
1 JAN 1224 13
1 JAN 1226 14
1 JAN 1228 15
1 JAN 1230 16
1 JAN 1232 17
1 JAN 1234 18
1 JAN 1236 19
1 JAN 1238 20
1 JAN 1240 21
1 JAN 1242 22
1 JAN 1244 23
1 JAN 1246 24
1 JAN 1248 25
1 JAN 1250 26
1 JAN 1252 27
1 JAN 1254 28
1 JAN 1256 29
1 JAN 1258 30
1 JAN 1300 31
1 JAN 1302 32
1 JAN 1304 33
1 JAN 1306 34
1 JAN 1308 35
1 JAN 1310 36
1 JAN 1312 37
1 JAN 1314 38
1 JAN 1316 39
1 JAN 1318 40
1 JAN 1320 41
1 JAN 1322 42
1 JAN 1324 43
1 JAN 1326 44
1 JAN 1328 45
1 JAN 1330 46
1 JAN 1332 47
1 JAN 1334 48
1 JAN 1336 49
1 JAN 1338 50
* •
•
0.
0. •
1.
1. •
1. •
1. •
1. •
1. •
1. •
1. •
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1.
1 JJ\N 1340 51
1 JJ\N 1342 52
1 JJ\N 1344 53
1 JJ\N 1346 54
1 JJ\N 1348 55
1 JJ\N 1350 56
1 JAN 1352 57
1 JAN 1354 58
1 JJ\N 1356 59
1 JAN 1358 60
1 JJ\N 1400 61
1 JAN 1402 62
1 JAN 1404 63
1 JJ\N 1406 64
1 JAN 1408 65
1 JJ\N 1410 66
1 JJ\N 1412 67
1 JJ\N 1414 68
1 JAN 1416 69
1 JAN 1418 70
1 JAN 1420 71
1 JAN 1422 72
1 JAN 1424 73
1 JAN 1426 74
1 JAN 1428 75
1 JAN 1430 76
1 JAN 1432 77
1 JJ\N 1434 78
1 JAN 1436 79
1 JJ\N 1438 80
1 JAN 1440 81
1 JAN 1442 82
1 JAN 1444 83
1 JAN 1446 84
1 JAN 1448 85
1 JJ\N 1450 86
1 JAN 1452 87
1 JAN 1454 88
1 JAN 1456 89
1 JAN 1458 90
1 JAN 1500 91
1 JAN 1502 92
1 JAN 1504 93
1 JAN 1506 94
1 JAN 1508 95
1 JAN 1510 96
1 JJ\N 1512 97
1 JAN 1514 98
1 JAN 1516 99
1 JAN 1518 100
*
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1 JAN 1520 101
1 JAN 1522 102
1 JAN 1524 103
1 JAN 1526 104
I JAN 1528 105
1 JAN 1530 106
1 JAN 1532 107
1 JAN 1534 108
1 JAN 1536 109
1 JAN 1538 110
1 JAN 1540 111
1 JAN 1542 112
1 JAN 1544 113
1 JAN 1546 114
1 JAN 1548 115
1 JAN 1550 116
1 JAN 1552 117
1 JAN 1554 118
1 JAN 1556 119
1 JAN 1558 120
1 JAN 1600 121
1 JJ\N 1602 122
1 JJ\N 1604 123
1 JJ\N 1606 124
1 JJ\N 1608 125
1 JJ\N 1610 126
1 JJ\N 1612 127
1 JAN 1614 128
1 JAN' 1616 129
1 JAN 1618 130
1 JAN 1620 131
1 JAN 1622 132
1 JAN 1624 133
1 JAN 1626 134
1 JAN 1628 135
1 JAN 1630 136
1 JAN 1632 137
1 JJ\N 1634 138
1 JAN 1636 139
1 JAN 1638 140
1 JAN 1640 141
1 JAN 1642 142
1 JAN 1644 143
1 JAN 1646 144
1 JAN 1648 145
1 JAN' 1650 146
1 JAN 1652 147
1 JAN' 1654 148
1 JAN 1656 149
1 JAN 1658 150
* • •
1.
2. •
2.
2. •
2. •
2. •
2. •
2. •
2. *
2. •
2. •
2. •
2. •
3. •
3. *
3. •
3. *
3. *
4. •
6. •
7. •
9. •
11. *
13. *
11. *
9. •
7. *
5. •
3. •
2. •
2. •
2. •
2. •
1. * 1. •
1. •
1. •
1. •
1. •
1. •
1. •
1. •
1. •
1. •
1. •
1. * 1. •
1. •
1. •
1. * •
1 JAN 1700 151
1 JAN 1702 152
1 JAN 1704 153
1 JAN 1706 154
1 JAN 1708 155
1 JJ\N 1710 156
1 JAN 1712 157
1 JJ\N 1714 158
1 JAN 1716 159
1 JAN 1718 160
1 JAN 1720 161
1 JAN 1722 162
1 JAN 1724 163
1 JAN 1726 164
1 JAN 1728 165
1 JAN 1730 166
1 JAN 1732 167
1 JJ\N 1734 168
1 JAN 1736 169
1 JAN 1738 170
1 JAN 1740 171
1 JAN 1742 172
1 JAN 17 44 173
1 JAN 1746 174
1 JAN 1748 175
1 JAN 1750 176
1 JAN 17 52 177
1 JAN 1754 178
1 JAN 1756 179
1 JAN 1758 180
1 JAN 1800 181
1 JAN' 1802 182
1 JAN 1804 183
1 JAN 1806 184
1 JAN 1808 185
1 JAN' 1810 186
1 JAN 1812 187
1 JAN 1814 188
1 JAN' 1816 189
1 JAN 1818 190
1 JAN 1820 191
1 JAN 1822 192
1 JAN 1824 193
1 JAN 1826 194
1 JAN 1828 195
1 JAN 1830 196
1 JAN 1832 197
1 JAN 1834 198
1 JAN 1836 199
1 JAN 1838 200
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
0.
0.
0.
0.
0.
0.
0. o.
0.
0.
0.
0.
0.
0.
0.
0.
0.
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0.
0.
0.
************************~**********************************************************************************************************
TIME
+ (CFS) IHRI
+ 13. 4.10
ICES)
(!N:.:HES)
(PC-FTI
6-HR
1.
1.592
1.
ClMJIATIVE AREA =
MAXIMUM AVERAGE: FI.a'i
24-HR 72-HR
1.
1.596
1.
.01 "'Ml
1.
1.596
1.
6.63-HR
1.
1.596
1.
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
I
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17I<K
18 RS
19 Sl!
20 SQ
**************
• •
IEl'AIN •
• •
**************
Srow;E!Wl'IN3
NSTPS
ITYP
RSVRIC
X
DIOCHARGE
1 NlMPEROF~
Sirn TYPE OF rniTIAL CCNDITirn
-1.00 rniTIAL CCNDITICN
, 00 w::::ru<m::; R AND D CCEFFICIENI'
.0 .2
0. 6.
21 SE ELEIIATICN 100.00 101.00 ...
WARNm::; ---Frui'ED aJTFI.CW ( 6. ) IS GREATER THAN WIXIMUM CUI'E'll:W 6.) IN STCFJ\GE--aJI'FI..CW TABLE
***********************************************************************************************************************************
HY0003RAPH AT STIITICN r:EI'AIN
***********************************************************************************************************************************
1 JAN 1200 1
1 JAN 1202 2
1 JAN 1204 3
1 JAN 1206 4
1 JAN 1208 5
1 JAN 1210 6
1 JAN 1212 7
1 JAN 1214 8
1 JAN 1216 9
1 JAN 1218 10
1 JAN 1220 11
1 JAN 1222 12
1 JAN 1224 13
1 JAN 1226 14
1 JAN 1228 15
1 JAN 1230 16
1 JAN 1232 17
1 JAN 1234 18
1 JAN 1236 19
1 JAN 1238 20
1 JAN 1240 21
1 JAN 1242 22
1 JAN 1244 23
1 JAN 1246 24
1 JAN 1248 25
1 JAN 1250 26
1 JAN 1252 27
1 JAN 1254 28
1 JAN 1256 29
1 JAN 1258 30
1 JAN 1300 31
1 JAN 1302 32
1 JAN 1304 33
1 JAN 1306 34
1 JAN 1308 35
1 JAN 1310 36
1 JAN 1312 37
0.
0.
0.
0.
0. o.
0.
0.
0.
0.
0.
0. o.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0. o.
0.
0.
0.
0.
0.
0.
1.
1.
1.
1.
•
•
.0 100.1 * 1 JAN 1414 68
.0 100.1 * 1 JAN 1416 69
.0 100.1 * 1 JAN 1418 70
. o 100.1 * 1 JAN 1420 71
.0 100.1 * 1 JAN 1422 72
.0 100.1 * 1 JAN 1424 73
.0 100.1 * 1 JAN 1426 74
. 0 100.1 * 1 JAN 1428 75
.0 100.1 * 1 JAN 1430 76
. 0 100.1 * 1 JAN 1432 77
.0 100.1 1 JAN 1434 78
.0 100.1 * 1 JAN 1436 79
.0 100.1 * 1 JAN 1438 80
.0 100.1 * 1 JAN 1440 81
.0 100.1 * 1 JAN 1442 82
.0 100.1 * 1 JAN 1444 83
.0 100.1 * 1 JAN 1446 84
.0 100.1 * 1 JAN 1448 85
.0 100.1 * 1 JAN 1450 86
.0 100.1 * 1 JAN 1452 87
.0 100.1 * 1 JAN 1454 88
.0 100.1 * 1 JAN 1456 89
.0 100.1 * 1 JAN 1458 90
.0 100.1 * 1 JAN 1500 91
.0 100.1 * 1 JAN 1502 92
.0 100.1 * 1 JAN 1504 93
.0 100.1 * 1 JAN 1506 94
.0 100.1 * 1 JAN 1508 95
.0 100.1 * 1 JAN 1510 96
.0 100.1 * 1 JAN 1512 97
.0 100.1 * 1 JAN 1514 98
.0 100.1 * 1 JAN 1516 99
.0 100.1 * 1 JAN 1518 100
.0 100.1 * 1 JAN 1520 101
.0 100.1 * 1 JAN 1522 102
.0 100.1 * 1 JAN 1524 103
.0 100.1 * 1 JAN 1526 104
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
•
•
.0 100.1 * 1 JAN 1628 135
.0 100.1 * 1 JAN 1630 136
.0 100.1 * 1 JAN 1632 137
. 0 100.1 * 1 JAN 1634 138
.0 100.1 * 1 JAN 1636 139
.0 100.1 * 1 JAN 1638 140
.0 100.1 1 JAN 1640 141
.0 100.1 * 1 JAN 1642 142
.0 100.1 * 1 JAN 1644 143
.0 100.1 * 1 JAN 1646 144
.0 100.1 1 JAN 1648 145
.o 100.1 * 1 JAN 1650 146
.0 100.1 * 1 JAN 1652 147
.0 100.1 * 1 JAN 1654 148
.0 100.1 * 1 JAN 1656 149
.o 100.1 * 1 JAN 1658 150
.0 100.1 * 1 JAN 1700 151
.o 100.1 * 1 JAN 1702 152
.0 100.1 * 1 JAN 1704 153
.0 100.1 * 1 JAN 1706 154
.0 100.1 * 1 JAN 1708 155
.0 100.2 * 1 JAN 1710 156
.0 100.2 * 1 JAN 1712 157
.0 100.2 * 1 JAN 1714 158
.0 100.2 * 1 JAN 1716 159
.o 100.2 * 1 JAN 1718 160
.0 100.2 * 1 JAN 1720 161
.0 100.2 * 1 JAN 1722 162
.0 100.2 * 1 JAN 1724 163
.0 100.2 * 1 JAN 1726 164
.0 100.2 * 1 JAN 1728 165
.0 100.2 * 1 JAN 1730 166
.0 100.2 * 1 JAN 1732 167
.0 100.2 * 1 JAN 1734 168
.0 100.2 * 1 JAN 1736 169
.0 100.2 * 1 JAN 1738 170
.0 100.2 * 1 JAN 1740 171
4.
4.
3 •
3 .
3.
3.
3.
2 .
2.
2 .
2.
2.
2.
2.
2.
2.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
1.
.1 100.6
.1 100.6
.1 100.6
.1 100.5
.1 100.5
.1 100.5
.1 100.4
.1 100.4
.1 100.4
.1 100.4
.1 100.3
.1 100.3
.0 100.3
.0 100.3
.0 100.3
.0 100.3
.0 100.2
.0 100.2
.0 100.2
.0 100.2
.0 100.2
.0 100.2
.0 100.2
.0 100.2
.0 100.2
.0 100.2
.0 100.2
.0 100.2
.0 100.1
.0 100.1
.0 100.1
.0 100.1
.0 100.1
.0 100.1
.0 100.1
.0 100.1
.0 100.1
I
I 1 JAN 1314 38 1. .0 100.1 * 1 JAN 1528 105 1. .0 100.2 * 1 JAN 17 42 172 1. .0 100.1
1 JAN 1316 39 1. .0 100.1 * 1 JAN' 1530 106 1. .0 100.2 * 1 JAN 1744 173 1. .o 100.1
1 JAN 1318 40 1. .0 100.1 * 1 JAN 1532 107 1. .0 100.2 * 1 JAN 1746 174 1. .0 100.1
I 1 JAN 1320 41 1. .0 100.1 * 1 JAN 1534 108 1. .0 100.2 * 1 JAN 1748 175 1. .0 100.1
1 JAN 1322 42 1. .0 100.1 * 1 JAN 1536 109 1. .0 100.2 * 1 JAN 1750 176 1. .0 100.1
1 JAN 1324 43 1. .0 100.1 * 1 JAN 1538 no 1. .0 100.2 * 1 JAN 17 52 177 1. .0 100.1
1 JAN 1326 44 1. .0 100.1 * 1 JAN 1540 111 2. .0 100.3 * 1 JAN 1754 178 1. .0 100.1
I 1 JAN 1328 45 1. .0 100.1 * 1 JAN 1542 112 2. .0 100.3 * 1 JAN 1756 179 1. .0 100.1
1 JAN 1330 46 1. .0 100.1 * 1 JAN 1544 113 2. .0 100.3 * 1 JAN 1758 180 1. .0 100.1
1 JAN 1332 47 1. .0 100.1 * 1 JAN 1546 114 2. .0 100.3 * 1 JAN 1800 181 1. .0 100.1
1 JAN 1334 48 1. .0 100.1 * 1 JAN 1548 115 2. .0 100.3 * 1 JAN 1802 182 1. .0 100.1
1 JAN 1336 49 1. .0 100.1 * 1 JAN 1550 116 2. .1 100.3 * 1 JAN 1804 183 0. .0 100.1
I 1 JAN 1338 50 1. .0 100.1 • 1 JAN 1552 117 2. .1 100.3 * 1 JAN 1806 184 0. .0 100.1
1 JAN 1340 51 1. .0 100.1 • 1 JAN 1554 118 2. .1 100.4 * 1 JAN 1808 185 0. .0 100.1
1 JAN 1342 52 1. .0 100.1 • 1 JAN 1556 119 2. .1 100.4 * 1 JAN 1810 186 0. .0 100.1
1 JAN 1344 53 1. .0 100.1 • 1 JAN 1558 120 3. .1 100.4 * 1 JAN 1812 187 0. .0 100.1
I 1 JAN 1346 54 1. .0 100.1 * 1 JAN 1600 121 3. .1 100.5 * 1 JAN 1814 188 0. .0 100.0
1 JAN 1348 55 1. .o 100.1 * 1 JAN 1602 122 3. .1 100.6 * 1 JAN 1816 189 0. .0 100.0
1 JAN 1350 56 1. .0 100.1 * 1 JAN 1604 123 4. .1 100.7 * 1 JAN 1818 190 0. .0 100.0
1 JAN 1352 57 1. .0 100.1 * 1 JAN 1606 124 5. .1 100.8 * 1 JAN 1820 191 0. .0 100.0
1 JAN 1354 58 1. .0 100.1 * 1 JAN 1608 125 6. .1 100.9 * 1 JAN 1822 192 0. .0 100.0
I 1 JAN 1356 59 1. .0 100.1 * 1 JAN 1610 126 6. .2 101.0 * 1 J1\N 1824 193 0. .0 100.0
1 JAN 1358 60 1. .0 100.1 * 1 JAN 1612 127 6. .2 101.0 * 1 JAN 1826 194 0. .0 100.0
1 JAN 1400 61 1. .0 100.1 * 1 JAN 1614 128 6. .2 101.0 * 1 JAN 1828 195 0. .0 100.0
1 JAN 1402 62 1. .0 100.1 * 1 JAN 1616 129 6. .2 101.0 * 1 JAN 1830 196 0. .0 100.0
I 1 JAN 1404 63 1. .0 100.1 * 1 JAN 1618 130 6. .1 100.9 * 1 JAN 1832 197 0. .0 100.0
1 JAN 1406 64 1. .0 100.1 * 1 JAN 1620 131 5. .1 100.8 * 1 JAN 1834 198 0. .0 100.0
1 JAN 1408 65 1. .0 100.1 * 1 JAN 1622 132 5. .1 100.8 * 1 JAN 1836 199 0. .0 100.0
1 JAN 1410 66 1. .0 100.1 * 1 JAN 1624 133 5. .1 100.7 * 1 JAN 1838 200 0. .0 100.0
1 JAN 1412 67 1. .0 100.1 * 1 JAN 1626 134 4. .1 100.7 *
I • •
***********************************************************************************************************************************
PEAK ruw TIME ~ AVERAGE Fl.CW
I 6-HR 24-HR 72-HR 6.63-HR
+ (CFS} IHRI
(CFS}
+ 6. 4.20 1. 1. 1. 1.
I (rn:::HES} 1.580 1.611 1.611 1.611
(1\C-FT) 1. 1. 1. 1.
PEAK Sirn1\l:E TIME MAXIMJM AVERAGE Sia<AGE
6-HR 24-HR 72-HR 6.63-HR
I + (AC-IT} (HR}
0. 4.20 0. 0. 0. 0.
PEAKs= TIME MAXIM.M AVEPJ\GE STJIGE;
I 6-HR 24-HR 72-HR 6.63-HR
+ (EEEr} (HR}
101.00 4.20 100.21 100.20 100.20 100.20
C1MJIATIVE AREA = .01 SQ MI
I
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,-----------·-----------------------------------
I
I
RIJNJFF S\.M'1ARY
I FI..CW ill CUBIC FEEl' PER SElXND
Til£ ill HCURS, ARm rn SCUARE MIIES
PEl\K Til£ OF A~ FI..CW Fffi MAXIMUM PERICD BASIN MAXIMl1 TIME OF
OPERATIQil SI'ATICN FLCW PEl\K ARE7\ SI'AGE MAX SI'AGE
+ 6-IWR 24-HCUR 72-HCUR I
llYilRI:GRAffi AT
+ BASIN 13. 4.10 1. 1. 1. .01
roJrEDTO
+ DErAIN 6. 4.20 1. 1. 1. .01 I
+ 101.00 4.20
I
*** ~ END OF HEJ:-1 ***
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