HomeMy WebLinkAbout3593; Faraday Avenue Extension Drainage Study; Faraday Avenue Extension Drainage Study; 1998-12-21I
9
DRAINAGE STUDY
FOR
FARADAY AVENUE EXTENSION
CONTRACT NO. 3593
OCTOBER?, 1998
REVISED DECEMBER 21, 1998
J.N. 97-1050
John P. Strohminger
RCE NO. 55187
EXP. 6/30/2000
PREPARED BY:
O'DAY CONSULTANTS, INC.
5900 PASTEUR COURT, SUITE 100
CARLSBAD, CA 92008
(760) 931-7700
TABLE OF CONTENTS
SECTION 1
INTRODUCTION
Purpose of Study 1
Scope 1
STUDY AREA
Soils Groups 2
Land Uses 2
HYDROLOGY AND HYDRAULICS
Rational Method Description 3
Program Process 3
CONCLUSIONS
Basin "A" 4
Basin "B" 4
Basin "C" 4
Basin "D" 4
Basin "E" 4
Basin "F" 4
Basin "G" 4
Basin "H" 5
Basin "I" 5
Basin "J" 5
Basin "K" 6
Basin "L" 7
INLET CALCULATION FORMULAS
Street Inlet Continuous Grade 8
Street Inlet Sump Condition 8
Standpipe Calculations 8
SECTION 2
Vicinity Map 9
Key Map 10
Soil Map 11
Runoff Coefficients 12
Isopiuvial Maps
100-Year, 6-Hour 13
100-Year, 24-Hour 14
Intensity Duration Chart 15
SECTIONS
STREET INLET CALCULATIONS
Basin "D" 16
Basin "H" 16
Basin "I" 16
Basin "J" '. 17
Basin "K" 17
Basin "L" 17
STANDPIPE CALCULATIONS
Riser 18
SECTION 4
RATIONAL METHOD COMPUTER RUNS
Basin "A"
Existing Design
Basin "B"
Existing Design
Future Design
Basin "C"
Existing Design
Future Design
Basin "D"
Existing Design
Future Design
Basin "E"
Existing Design
Future Design
Basin "F"
Existing Design
Future Design
Basin "G"
Existing Design
Futtire Design
Basin "H"
Existing Design
Future Design
Basin"!"
Existing Design
Future Design
Basin "J"
Existing Design
Future Design
Basin "K"
Existing Design
Future Design
Basin "L"
Existing Design
Future Design
MAP POCKETS
Existing Condition Drainage Map
Future Condition Drainage Map
SECTION 1
DRAINAGE STUDY
FOR
FARADAY AVENUE
INTRODUCTION
Purpose of study
This drainage study is completed to determine the needed drainage facilities for the ultimate
design of Faraday Avenue. This project contends with surface water of the road itself, and also
drainage basins which cross the roadway. This study reflects both the natural drainage courses
and the courses created by the completion of Faraday Avenue. Also analyzed in this study are
the possible future land uses of adjacent land, which directly impacts Faraday Avenue.
Scope
This study analyzes the 100 year flow for both the existing and the ultimate drainage condition
for Faraday Avenue. The existing condition is analyzed to determine the existing drainage
basins, flows, and routing. The ultimate condition is analyzed to determine the future drainage
basins, times of concentration, runoff, and required pipe and inlet sizes to adequately accept road
surface drainage, and that drainage which crosses the roadway. This analysis takes into account
the future development of the Veteran's Memorial Park and the Kelly property to the north of
Faraday, and surface drainage from the proposed Faraday Avenue.
In creating an accurate ultimate drainage design several factors are considered. The preliminary
Kelly Ranch storm drain system shows the drainage from the site being collected and diverted to
tie into the system near the intersection of Faraday and Cannon Road. However, since this
preliminary plan has not been approved, the drainage is analyzed assuming the runoff will be
directed, as it is in the existing condition, across Faraday and retuming to its natural watercourse
into Macario Canyon. This assumption is made in order to design the storm drain system for a
conservative drainage scenario. The proposed underground drainage culverts are designed to
avoid pressure flows. Also, since a majority of the drainage from the north is being carried
across Faraday through storm drain pipes, there is a concem for silt settlement, which could clog
the culverts. A 2% minimum pipe slope is used in the design to reduce siltation settlement in
low flow conditions and to promote a self-cleaning system in high flow conditions. In a few
cases, the storm drain system, which carries runoff across Faraday, is required to have more than
15 feet of cover. Any storm drain deeper than 15 feet is required to have watertight joints.
Additionally, the maximum depth of any cleanout is 11 feet; therefore, a landing is not required
(a landing is required for cleanouts greater than 15 feet).
STUDY AREA
The location of proposed Faraday Avenue is shown on the vicinity map in this report. Faraday
will extend from its existing westem terminus just west of College Boulevard, in the City of
Carlsbad to intersect with the proposed extenuation of Cannon Road.
The existing condition of this land is predominately agricultural fields and open space. The
majority open space is undeveloped canyon slopes covered with native vegetation. The proposed
development to the immediate north of Faraday Avenue is the Veteran's Memorial Park (Basins
"I" through "L"). Park uses are expected to be passive with the possibility of some ballparks,
therefore, a runoff coefficient C = 0.45 is used. The development of the Kelly property is
proposed to the north and west of the park (portions of Basins "K" and "L"), C = 0.55 is used
for these entire basins for a conservative design. The ftiture land use to the south of Faraday is
the proposed City Golf Course.
Soil Groups
The County/USGS Soil Map indicates that the majority of Faraday Avenue consists of type D
soils. Therefore, to be conservative and remain consistent with all of the calculations in this
study, soil type D is used in this report for all of the calculations.
Land Uses
Based on the Preliminary Drainage Report for Kelly Ranch, dated July 16, 1997, prepared by
Project Design Consultants, the northem portion of basin "K" will be single family residential
and basin "L" will be multi family residential. For basins "A" through "J", the use is
designated as "UA" for unplanned, and is assumed to remain open space or park areas due to the
natural topography. These are the assumptions made for this analysis.
HYDROLOGY & HYDRAULICS
The rational method for storm water mnoff is used for this study according to the County of San
Diego Hydrology Manual. The CivilCADD Computer Program is used to model the basins and
is described in this report. The pipe capacity is determined by utilizing Manning's formula
within CivilCADD.
Rational Method Description
The rational method as described in the 1985 San Diego County Flood Control/Hydrology
manual, is used to generate surface runoff flows, which are then used to size both permanent and
temporary drainage and desiltation facilities.
The basic equation: Q = CIA
C = runoff coefficient (varies with surface)
I = intensity (varies with time of concentration)
A - Area in acres
The design storm for this project is the 100 year event; the corresponding 6-hour rainfall amount
is 2.7 inches. A computer program developed by CivilCADD/Civildesign Engineering Software,
(c) 1993 Version 3.2, is used to determine the times of concentration and corresponding
intensities and flows for the various hydrological processes performed in this model. This
program also determines the street flow and pipeflow characteristics for each segment modeled.
Program Process
The rational method program is a computer aided design program where the user develops a node
link model of the watershed.
The node link model is created by developing independent node link models of each interior
watershed and linking these sub-models together at confluence points.
The program has the capability of performing calculations for eleven different hydrologic and
hydraulic processes. These processes are assigned and printed in the output. They are as
follows:
1. Initial sub-area input, top of stream.
2. Street flow through sub-area, includes sub-area mnoff.
3. Addition of runoff from sub-area to stream.
4. Street inlet and parallel street and pipeflow and area.
5. Pipeflow travel time (program estimated pipe size).
6. Pipeflow travel time (user specified pipe size).
7. Improved chaimel travel - Area add option.
8. Irregular channel travel time - Area add option.
9. User specified entry of data at a point.
10. Confluence at downstream point in current stream.
11. Confluence of main steams.
CONCLUSIONS
Basin "A"
The natural watershed for basin "A" drains towards a low point at station 61+62. At this point,
the proposed drainage ditch picks up this runoff and carries it to the proposed storm drain
crossing at station 59+89, combining with flows from basin "B".
Basins "B" & "C"
The natural watersheds for basins "B" and "C" drain toward low points at stations 59+89 and
57+79, respectively. At this point, the proposed system picks up this drainage utilizing a type
"F" inlet and conveys the water under Faraday Avenue and out through a straight headwall on
the south side of Faraday, directing the drainage back to its natural watercourse.
Basin "D"
The storm drain system for this basin is divided into two major sub-systems, the two systems
combine to outfall at the same point. The first sub-system, at the low point of the road at station
56+00, collects the street flows and the second sub-system, at station 55+03, collects the offsite
drainage. To the east, the street flow begins at the existing inlets at station 62+75. To the west,
the street flow begins at the high point of the vertical curve, station 50+50 for the main centerline
and station 12+02 for the spUt "B" alignment. This first sub-system utilizes type "B" and "B-1"
curb inlets to accept the street flow in this section of road. From that point, the system runs
down Faraday Avenue and ties into the second sub-system at station 55+03. This second sub-
system picks up the offsite drainage using a type "F" inlet. The two systems combine in a
cleanout in the street, outfalling to the south of Faraday Avenue through a straight headwall into
its natural watercourse.
Basin "E" & "F"
The natural watersheds for basins "E" and "F" drain toward low points at stations 53+09 and
50+70, respectively. At this point, the proposed system picks up this drainage into a drainage
ditch at the top of the proposed slope. The drainage ditch carries the water down the slope and
into a type "F" inlet, located at the back of the right of way. The storm system carries the
drainage under Faraday and out through a straight headwall to the south side of Faraday,
directing the drainage back to its natural watercourse.
Basin "G"
Basin G has two natural watersheds, "GI" and "G2". Therefore, the storm drain system for this
basin is divided into two major sub-systems, the two systems outfall at separate locations. The
natural watersheds for basins "GI" and "G2" drain toward low points at stations 49+03 and
44+21, respectively. At station 49+03, the proposed storm system for basin "GI" carries the
drainage under Faraday , through a straight headwall to the south side of Faraday, directing the
drainage back into its natural watercourse. The second sub-system, basin "G2", is designed to
collect both offsite drainage and runoff from the landscaped median slopes. The natural
watershed is picked up by a drainage ditch, which directs the runoff to the toe of the proposed
slope, and into a type "F" inlet. The mnoff from the median is collected by a grass-lined swale
and into a type "F" inlet. The two type "F" inlets combine into one storm drain line that carries
the drainage under Faraday and out through a straight headwall to the south side of Faraday,
directing the drainage back to its natural watercourse.
Basin "H"
This basin, station 41+00, accepts water from the street flows for the south side of Faraday,
mnoff from the landscaped median slopes, and offsite natural waters. The street flows for the
south side of Faraday begin at the high point of the vertical curve at station 50+50. A type "B-
1" curb inlet is needed to accept the street flow in this section of road. The runoff from the
median is collected by a grass-lined swale and into a type "F" inlet. The off site natural waters
flow to a low point at station 41+00 and are collected by a type "F" inlet. From this point, the
system carries the water under Faraday Avenue, tying in the two inlets on the south side of the
road, and outfalls to the south through a straight headwall, directing the drainage back to its
natural watercourse.
Basin "I"
The storm drain system for this basin is divided into two major sub-systems, which have
different outlet locations. The first sub-system, at station 36+56.84, collects the street flows and
the second sub-system, at station 36+33, collects the offsite drainage. To the east, the street flow
on the north side of the road begins at the high point, station 12+02 for the split "B" alignment,
and on the south side of the road at the upstream inlet, station 41+00. To the west, the street
flow begins at the high point of the vertical curve, station 10+82 for the split "A" alignment, on
the north side of the road and station 32+50 for the south side of the road. This first sub-system
utilizes Type "B" and "B-2" curb inlets to accept the street flow in this section of road. From
that point, the system outfalls to the north of Faraday through a headwall into a basin that is
being drained by the second sub-system. At this point, the street flow drainage combines with
the offsite drainage. The second sub-system collects this runoff through a wing type headwall,
under the street and outfall to the south side of Faraday through a straight headwall, directing the
drainage back to its natural watercourse.
Basin " J"
The storm drain system for this basin is divided into two major sub-systems, which have
different outlet locations. The first sub-system, at station 30+42, collects the offsite drainage and
the second sub-system, at station 24+40, collects the sfreet flows. The natural watershed for
basin "J" drains toward a low point at station 30+42. At this point, the first sub-system, basin
"Jl", picks up this drainage utilizing a drainage ditch, which carries the runoff down the
proposed slope, and into a type "F" inlet. The inlet carries the water under the Faraday Avenue
and out through a straight headwall to the south side of Faraday, directing the drainage back to its
natural watercourse.
The second sub-system, at station 24+40, collects the street flows from the south side of Faraday
and the runoff from the landscaped slopes in the median. From the east, the street flows begin at
the high point, station 32+50, on the south side of the road. The runoff being collected from the
slopes also begins at station 32+50. The street flows are collected using a type "B-1" inlet and
the slope runoff is directed to a type "F" inlet at the toe of slope by a grass-lined swale. The
drainage is then collected into the storm system which outfalls to the south side of Faraday,
directing the drainage back to its natural watercourse.
Basin "K"
The storm drain system for basin "K" is divided into four separate systems, all having different
outfall locations. This is done in an effort to maintain equally spaced drainage towards the
mitigation areas to ensure these areas receive the same amount of mnoff they received prior to
constmction of Faraday Avenue. The first two systems collect only offsite drainage; the third
system collects both offsite drainage and street flows; and the fourth system collects only street
flows.
The natural watersheds for the first two sub-basins "Kl" and "K2" drain toward low points at
stations 15+30 and 17+31, respectively. At this point, the proposed system picks up the runoff
through a headwall, conveying the water under Faraday Avenue and out through a straight
headwall on the south side of Faraday, directing the drainage back to its natural watercourse.
The third system, "K3", collects offsite drainage as well as the mnoff from the landscaped slopes
in the median. The natural watershed for the this sub-system drains towards a low point at
station 19+06. At this point, the system collects the drainage through a wing type headwall. The
mnoff being collected from the slopes begins at station 24+40. A grass-lined swale collects the
mnoff at the toe of the median slope and carries the drainage to a type "F" inlet at station 20+73.
This inlet is tied to the system at station 19+06. The drainage is then collected in the system and
outfalls to the south side of Faraday, directing the drainage back to its natural watercourse.
The fourth sub-system is designed to collect the street flows at the low point of the road at station
16+83. To the east, the street flows for the north side of Faraday begin at the high point of the
vertical curve at station 10+82 for the split "A" aligmnent, and at the upstream inlet at station
24+40 for the south side of Faraday. To the west, the street flows begin at the high point of the
road at station 14+83 for both the north and south sides of the road. Type "B" and "B-1" curb
inlets are utilized to accept the street flow in this section of road. From this point, the system
carries the water under Faraday Avenue, outfalling to the south side of the road through a sfraight
headwall, directing the drainage back to its natural watercoxirse.
Basin "L"
The storm drain system for this area is designed to accept sfreet flows for Faraday Avenue and
drainage for the future build-out condition of the proposed Kelly Ranch development. The sfreet
flows are collected by a sub-system of type "B" inlets at the low point of the road, station
11+22. A second sub-system collects the off-site drainage from Basin "L" through a 36" CMP
riser. These two sub-systems tie into an existing cleanout, station 11+00, and into an existing
36" concrete pipe, which carries the drainage under the future Carmon Road and Faraday Avenue
intersection. This existing 36" pipe drains into an existing detention/desiltation basin on the
north side of the intersection. The location and elevations of this existing pipe were field verified
and it is determined that this pipe has adequate capacity to accept future flows. However, if other
basins are diverted to this pipe, it may need to be upsized.
Related Material
Drainage Study for Cannon Road Reaches 1 and 2, by O'Day Consultants, dated January
22,1997, Revised July 16, 1997.
F:\MS0FFICE\WINW0RD\97-1050\FARASD01 .DOC
INLET CALCULATION FORMULAS
Street Inlet Continuous Grade
.312 Q = 0.7L (a+y)-'
0.7(a+y)^
where y - depth of flow in approach gutter in feet
a = depth of depression of flow line at inlet in feet
L = length of clear opening in feet (max. 30 feet)
Q = flow in CFS
Street Inlet Sump Condition
L = _Q
where L - length of clear opening in feet
Q = flow in CFS
note: street inlet formulas per City of Carlsbad criteria.
Standpipe Calculation
Using Orifice Flow
Q = CA(2gH)"^ A = Q
C(2gH)'
where c = coefficient of contraction (0.6)
A = area of standpipe (s.f)
g = gravity (ft/s^) (32.2)
H = Head (ft)
Q = flow in CFS
SECTION 2
I
I
I
I
VICINITY MAP
/ GARLSBAD
KEY MAP
I
I SOIL MAP
I
I
I
San Diego County Soils Interpretation Study
HYDROLOGIC SOIL GROUPS - Runoff l>otentiai
II
TABLE 2
RUNOFF COEFnCIENTS (RATIONAL METHOD)
DEVELOPED AREAS (URBAN)
Coefficient, C
Land Use
Soi 1 Group (I)
Residential:
A B C 0
Single Family M M .50
Hulti-Units M .50 .60
Mobt1e homes M .50 .55 .65
Rural (lots greater than 1/2 acre) .30 .35 AO
Commerci a](2)
80% Impervi OUS
.70 .75 .80 .85
Industri al (2)
90% Impervious
.80 .85 .90 .95
NOTES
(1) Soil Group mans are available at the offices of the Department of Public Works.
(2)where actual conditions deviate significantly from the tabulated impervious-
ness values of 80% or 90%, the values given for coefficient C, may be revised
by multiplying 80% or 90% by the ratio of actual imperviousness to the
tabulated imperviousness. However, in no case shall the final coefficient
be less than 0.50. For example: Consider commercial property on D soil.-group.
Actual imperviousness » 50%
Tabulated imperviousness =» 80%
Revised C =» 12 x 0.85 =• 0.53 80
IV-A-9
APPENDIX IX-B Rev. 5/81
;z
•DUIffHtP SliPllEC
DEPARTMENT OF SANITATION &
FLOOD CONTROL 100-YEAR S-H
^20^ ISOPLUVIALS
PREClPITATlOri iri
30'
15'
33'
PKpo
U.S. DEPARTMEN 1
NATIONAL OCtANIC AND AT:
SPECIAL STUDIES DRANCil. OFFICE Of II
30' ^
EClPI
OF lOO-YEAR 6-IIOUR
> I
118'
d by
OF COMMERCE
OSPIIEHIC ADdilNISTRATION
DROLOav. NATIONAL WEATIIER SERVICE
116*
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION 5-
FLOOD CONTROL
'.5
33"
30'
15'
'i5'
Plepn
U.S. DEPARTMEN
NATIONAL OCKANIC ANO AT:.
SPECIAL STUDIES UKA.NCII, OFI-'|CE OF 11
100-YF.AR 24-!!0l II Pni-CIPITATIQM
-2Q:^IS0PLUVIALS Of 100-YEAR 24-imUR
PRECIPITATIOM IM EMTIIS OF AN INCH
30'
nil" /,5« 30' U7" .10' If nt
I
j^iTriTrrmnrh l i imnliriimniimimir-.:——.• i' riii.i.i u i H I nidlTii
! Equation: I a 7.44 p D "'^'^^
6
cr> 1 3: o c -1
-o ~t
(X>
n
rt-
o 3
3 n
ro
{A .
15 20
Minutes
30 40 50 1 2 . 3
Hours
Directions for Application:
1) From precipitation naps detennine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed in the County Hydrolofli
Manual (10, 50 and 100 yr. maps included in if
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessary) so
that it is within the ranfle of 45% to 65% of
the 24 hr. precipitation. (Not npplicable
to Desert)
3) Plot 6 hr. precipitation on the riflht side
of the chart.
4) Drav; a line through the point parallel to the
plotted lines.
5) This line is the intensity-duration curve for
the location being analyzed.
Application Form;
0) Selected Frequency
1) Pe °2.-7 in.. Po^= 4-.S. \ ^ %*0l
p,
2) Adjusted *Pg= 2>"7
3) t = niin.
24
in.
4) I in/hr.
*Not Applicable to Desert Region
APPENDIX XI
IV-A-14
Revised 1/85
SECTION 3
STREET INLET CALCULATIONS
BASIN "D"
NODE 424 (Sump)
STA. 56+00 Right
Q = 4.89 cfs
therefore L = 2.45'
Use 5' B (4'opening)
NODE 414 (Sump)
STA. 56+00 Left
Q= 10.80 cfs
therefore L = 5.40'
Use 7' B-1 (6' opening)
BASIN "H"
NODE 804
STA. 41+00 Right
Q = 3.85cfs, a = 0.33',y = 0.30'
therefore L = 11.00'
Use 12' B-1 (ir opening)
BASIN "I"
NODE 906 (Sump)
STA. 36+56 Right
Q = 4.90 cfs
therefore L = 2.45'
Use 5' B (4' opening)
NODE 904 (Sump)
STA. 36+56 Left
Q = 7.67+ 8.04= 15.71 cfs
therefore L = 7.86'
Use 9' B-2 (8' opening)
16
BASIN " J"
NODE 1014
STA. 24+40 Right
Q = 3.40 cfs, a = 0.33', y = 0.30'
therefore L = 9.71'
Use 11' B-1 (10' opening)
BASIN "K"
NODE 1114 (Sump)
STA. 16+83 Right
Q = 1.98 + 4.11 =6.09 cfs
therefore L = 3.05'
Use 5' B (4' opening)
NODE 1112 (Sump)
STA. 16+83 Left
Q = 1.98 + 10.34= 12.23
therefore L = 6.16'
Use 8' B-1 (7' opening)
BASIN "L"
NODE 1206 (Sump)
STA. 11+22 Right
Q = 2.40 cfs
therefore L = 1.20'
Use 5' B (4' opening)
NODE 1204 (Sump)
STA. 11+22 Left
Q = 4.37 cfs
therefore L = 2.19'
Use 5' B (4' opening)
17
STANDPIPE CALCULATIONS
RISER
NODE 1202, Basin L
Q = 44.99 cfs, h=2', g = 32.2, c = 0.6
therefore A = 6.61 ft^
Use 36" Riser (A = 7.06 ft^)
F;\MSOFFICE\WINWORD\97-1050\FARASD01.DOC
18
SECTION 4
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/24/98
FARADAY AVENUE ~ EXISTING CONDITION DRAINAGE STUDY
BASIN "A"
FILE:EXISTA.RSD, EXISTA.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study stoirm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 100.000 to Point/Station 102.000
**** INITIAL AREA EVALUATION ****
User specitied 'C value ot U.4b(J given tor sutiarea
Initial subarea flow distance = 450.00(Ft.)
Highest elevation = 275.00(Ft.)
Lowest elevation = 129.00 (Ft.)
Elevation difference = 146.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.78 min.
TC = [1.8* (1.1-C)*distance".5T/(% slope"(l/3)]
TC = [1. 8* (1. 1-0 .4500) * (450 . 00" . 5) / ( 32 . 44^^ (1/3 ) ] = 7.78
Rainfall intensity (I) = 5.348 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 4.332 (CFS)
Total initial stream area = 1.800(Ac.)
End of computations, total study area = 1.8 0 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/24/98
FARADAY AVENUE ~ EXISTING CONDITION DRAINAGE STUDY
BASIN "B"
FILE: EXISTS.RSD, EXISTB.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + ^
Process from Point/Station 200.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
user specitied. 'C value ot u.4bu given tor suJoarea
Initial subarea flow distance = 470.00(Ft.)
Highest elevation = 275.00 (Ft.)
Lowest elevation = 130.00(Ft.)
Elevation difference = 145.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.09 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)] TC = [1.8* (1.1-0.4500)* (470.00^.5)/( 3 0.85^(1/3)]= 8.09
Rainfall intensity (I) = 5.217 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 4.695(CFS)
Total initial stream area = 2.000(Ac.)
End of computations, total study area = 2.00 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: ll/09/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "B"
FILE: FUTURE.RSD, FUTURE.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 200.000 to Point/Station 202.000
**** INITIAL AREA EVALUATION ****
B^^in • A' ^ ; p, ^
User specitiea ' c value ot U.4bU given tor suJoarea
Initial subarea flow distance = 470.00(Ft.)
Highest elevation = 275.00(Ft.)
Lowest elevation = 130.00 (Ft.)
Elevation difference = 145.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.09 min.
TC = [1.8*(1.1-C)*distance".5)y(% slope"(l/3)]
TC = [1.8*(1.1-0.4500)*(470.00".5)/( 30.85"(1/3)]= 8.09
Rainfall intensity (I) = 5.217 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 8. 921(CFS)
Total initial stream area = 3.800(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 202.000 to Point/Station 204.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 119.19(Ft.J ,
Downstream point/station elevation = 106.91(Ft.)
Pipe length = 124.19(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.921(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 8.921(CFS)
Normal flow depth in pipe = 6.39(In.)
Flow top width inside pipe = 17.23(In.)
Critical Depth = 13.87(In.)
Pipe flow velocity = 15.88(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 8.22 min.
End of computations, total study area = 3.8 0 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
* *
* *
* Water *
* *
* * ( 6
( 0.533 ft.)
* *
* ' *
* v_
Circular Channel Section
3 9 in.)
Flowrate 8.920 CFS
Velocity 15.867 fps
Pipe Diameter 18.000 inches
Depth of Flow 6.390 inches
Depth of Flow 0.533 feet
Critical Depth 1.153 feet
Depth/Diameter (D/d) 0.355
Slope of Pipe 9.880 %
X-Sectional Area 0.562 sq. ft
Wetted Perimeter 1.915 feet
AR"(2/3) 0.248
Mannings 'n' 0.013
Min. Fric. Slope, 18 inch
Pipe Flowing Full 0.721 %
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/24/98
FARADAY AVENUE ~ EXISTING CONDITION DRAINAGE STUDY
BASIN "C"
FILE: EXISTC.RSD, EXISTC.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 302.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot u.4bu given tor suJoarea
Initial subarea flow distance = 500.00(Ft.)
Highest elevation = 275. 00(Ft.)
Lowest elevation = 121.00(Ft.)
Elevation difference = 154.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.35 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0 .4500)* (500.00".5)/( 30.80"(1/3)]= 8.35
Rainfall intensity (I) = 5.112 for ,a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 7.821(CFS)
Total initial stream area = 3.400(Ac.)
End of computations, total study area = 3.40 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/09/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "C"
FILE: FUTURC.RSD, FUTURC.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 300.000 to Point/Station 302.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot 0.4bU given tor sutiarea
Initial subarea flow distance = 500.00(Ft.)
Highest elevation = 275.00(Ft.)
Lowest elevation = 121.00(Ft.)
Elevation difference = 154.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.35 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.4500)*(500.00".5)/( 30.80"(1/3)]= 8.35
Rainfall intensity (I) = 5.112 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 7.821 (CFS)
Total initial stream area = 3.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 302.000 to Point/Station 304.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 116.UU(Ft.}
Downstream point/station elevation = 101.68(Ft.)
Pipe length = 132.08(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.821(CFS)
Given pipe size = 18.00 (In.)
Calculated individual pipe flow = 7.821(CFS)
Normal flow depth in pipe = 5.82(In.)
Flow top width inside pipe = 16.84(In.)
Critical Depth = 13.01(In.)
Pipe flow velocity = 15.82(Ft/s) _
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 8.49 min.
End of computations, total study area = 3.40 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
y\AA>.AA.AAAA>SAA.AAAAAAA>\-
*
*
Water *
*
( 5
Circular Channel Section
82 in.)
( 0.485 ft.)
V
Flowrate
Velocity
Pipe Diameter ,
Depth of Flow ,
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
7 . 820
15.816
18 . 000
5 . 817
0 . 485
1. 080
0 .323
10 . 840
0 .494
1. 814
0 .208
0 . 013
0 . 554
CFS
fps
inches
inches
feet
feet
sq. ft
feet
B<x^IK? 'c '
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/24/98
FARADAY AVENUE ~ EXISTING CONDITION DRAINAGE STUDY BASIN "D"
FILE: EXISTD.RSD, EXISTD.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 400.000 to Point/Station 402.000
**** INITIAL AREA EVALUATION ****
user specitiea 'C value ot U.4bU given tor suParea
Initial subarea flow distance = 500.00(Ft.)
Highest elevation = 260.00(Ft.)
Lowest elevation = 125.00(Ft.)
Elevation difference = 135.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.72 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.4500)* (500.00".5)/( 27.OO"(1/3)]= 8.72
Rainfall intensity (l) = 4.969 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 4.919(CFS)
Total initial stream area = 2.200(Ac.)
End of computations, total study area = 2.20 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,- (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/09/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "D"
FILE: FUTURD.RSD, FUTURD.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 408.000 to Point/Station 410.000
**** INITIAL AREA EVALUATION ****
User specitiea ^TP value ot U.ybO given tor suiDarea
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 129. 00(Ft.)
Lowest elevation = 128.50 (Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.9500)*( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179 (CFS)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 410.000 to Point/Station 414.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top ot street segment elevation = 128.bUO(Ft.)
End of street segment elevation = 122.080(Ft.)
Length of street segment = 675.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.256(CFS)
Depth of flow = 0.164(Ft.), Average velocity = 1.354(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.427(Ft.)
Flow velocity = 1.35(Ft/s)
Travel time = 8.31 min. TC = 9.4 2 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 4.730(In7Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 3.864(CFS) for 0.860(Ac.)
Total runoff = 4.043(CFS) Total area = 0.87(Ac.)
Street flow at end of street = 4.043(CFS)
Half street flow at end of street = 4.043(CFS)
Depth of flow = 0.346(Ft.), Average velocity = 2.450(Ft/s)
Flow width (from curb towards crown)= 12.565(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 414.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream numper: 1 m normal stream numper 1
Stream flow area = 0.870(Ac.)
Runoff from this stream = 4.043(CFS)
Time of concentration = 9.42 min.
Rainfall intensity = 4.730(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 426.000 to Point/Station 418.000
**** INITIAL AREA EVALUATION ****
User specitiea TT" value ot U.ybU given tor suJoarea
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 130.45(Ft.)
Lowest elevation = 129.95(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(l.l-C)*distance".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.9500)* ( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +•+ + +
Process from Point/Station 418.000 to Point/Station 414.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top ot street segment elevation = 129.210(Ft.)
End of street segment elevation = 122.080(Ft.)
Length of street segment = 800.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(Ft.)
Slope from gutter to grade break (v/hz) = 0.02 0
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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.330(CFS)
Depth of flow = 0.177 (Ft.), Average velocity = 1.369(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.119(Ft.)
Flow velocity = 1.37(Ft/s)
Travel time = 9.74 min. TC = 10.85 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 4.317(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.950
Subarea runoff = 6.930(CFS) for 1.690(Ac.)
Total runoff = 7.109(CFS) Total area = 1.70(Ac.)
Street flow at end of street = 7.109(CFS)
Half street flow at end of street = 7.109(CFS)
Depth of flow = 0.412(Ft.), Average velocity = 2.745(Ft/s)
Flow width (from curb towards crown)= 15.871(Ft.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 414.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream numper: 1 m normal stream numiser 2
Stream flow area = 1.700(Ac.)
Runoff from this stream = 7.109(CFS)
Time of concentration = 10.85 min.
Rainfall intensity = 4.317(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 4.043 9.42 4.730
7.109 10.85 4.317
1.000 * 1.000 * 4.043) +
1.000 * 0.868 * 7.109) + = 10.213
0.913 * 1.000 * 4.043) +
1.000 * 1.000 * 7.109) + = 10.799
Qmax(1) =
Qmax(2]
Total of 2 streams to confluence:
Flow rates before confluence point:
4.043 7.109
Maximum flow rates at confluence using above data:
10.213 10.799
Area of streams before confluence:
0.870 1.700
Results of confluence:
Total flow rate = 10.799(CFS)
Time of concentration = 10.847 min.
Effective stream area after confluence = 2.570(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 414.000 to Point/Station 422.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 116.97(Ft.)
Downstream point/station elevation = 116.08(Ft.)
Pipe length = 5.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.799 (CFS)
Given pipe size = 18.00 (In.)
Calculated individual pipe flow = 10.799(CFS)
Normal flow depth in pipe = 6.13(In.)
Flow top width inside pipe = 17.06(In.)
Critical Depth = 15.12(In.)
Pipe flow velocity = 20.34(Ft/s)
Travel time through pipe = 0.00 min.
Time of concentration (TC) = 10.85 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 422.000 to Point/Station 422.000
**** CONFLUENCE OF MAIN STREAMS ****
The toilowmg data insiae Main stream is iistea:
In Main Stream number: 1
Stream flow area = 2.570(Ac.)
Runoff from this stream = 10.799(CFS)
Time of concentration = 10.85 min.
Rainfall intensity = • 4.316(In/Hr)
Program is now starting with Main Stream No. 2
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station . 408.000 to Point/Station 412.000
**** INITIAL AREA EVALUATION ****
fi/>^)n ''O,^, ,
User specitiea 'C value ot 0.9bU given tor subarea
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 129.00(Ft.)
Lowest elevation = 128.50 (Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.9500)* ( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 412.000 to Point/Station 424.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top Ot street segment elevation = 128.bOO(Ft.)
End of street segment elevation = 122.080(Ft.)
Length of street segment = 675.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.227(CFS)
Depth of flow = 0.158(Ft.), Average velocity = 1.336(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.141(Ft.)
Flow velocity = 1.34 (Ft/s)
Travel time = 8.42 min. TC = 9.53 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 4.693(In/Hr) for a 100.0 year storm
Runoff coefficient•used for sub-area, Rational method,Q=KCIA, C = 0.950
Subarea runoff = 2.408(CFS) for 0.540(Ac.)
Total runoff = 2.586(CFS) Total area = 0.55(Ac.)
Street flow at end of street = 2.586(CFS)
Half street flow at end of street = 2.586(CFS)
Depth of flow = 0.305(Ft.), Average velocity = 2.200(Ft/s)
Flow width (from curb towards crown)= 10.509(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 424.000 to Point/Station 424.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream numJoer: 2 m normal stream numaer 1
Stream flow area = 0.550(Ac.)
Runoff from this stream = 2.586(CFS)
Time of concentration = 9.53 min.
Rainfall intensity = 4.693(In/Hr)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 416.000 to Point/Station 420.000
**** INITIAL AREA EVALUATION ****
User specitiea T'"' value ot U.ybU given tor sut)area
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 127.51(Ft.)
Lowest elevation = 127.01(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(1.1-C)*distance".5)7(% slope"(l/3)]
TC = [1.8* (1 .1-0 . 9500)*( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 420.000 to Point/Station 424.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
'I'op ot street segment elevation = 127.010 (Ft. ) ~
End of street segment elevation = 122.080(Ft.)
Length of street segment = 550.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.222(CFS)
Depth of flow = 0.158(Ft.), Average velocity = 1.298(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.155(Ft.)
Flow velocity = 1.30(Ft/s)
Travel time = 7.06 min. TC = 8.17 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 5.182(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 2.363(CFS) for 0.480(Ac.)
Total runoff = 2.542(CFS) Total area = 0.49(Ac.)
Street flow at end of street = 2.542(CFS)
Half street flow at end of street = 2.542(CFS)
Depth of flow = 0.306(Ft.), Average velocity = 2.142(Ft/s)
Flow width (from curb towards crownT= 10.562(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 424.000 to Point/Station 424.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream numJoer: 2 m normal stream numPer 2
Stream flow area = 0.490(Ac.)
Runoff from this stream = 2.542(CFS)
Time of concentration = 8.17 min.
Rainfall intensity = 5.182(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.586 9.53 4.693
2 2.542 8.17 5.182
Qmax(l) =
1 . 000 * 1 . 000 * 2.586) +
0.906 * 1.000 * 2.542) + = 4.888
Qmax(2) =
1 . 000 * 0 . 858 * 2.586) +
1.000 * 1.000 * 2.542) + = 4.760
Total of 2 streams to confluence:
Flow rates before confluence point:
2.586 2.542
Maximum flow rates at confluence using above data:
4.888 4.760
Area of streams before confluence:
0.550 0.490
Results of confluence:
Total flow rate = 4.888(CFS)
Time of concentration = 9.528 min.
Effective stream area after confluence = 1.040(Ac.)
Process from Point/Station 424.000 to Point/Station 422.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = lib . 9b (Ft. )
Downstream point/station elevation = 116.08(Ft.)
Pipe length = 43.25 (Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.888 (CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.888(CFS)
Normal flow depth in pipe = 7.10(In.)
Flow top width inside pipe = 17.59(In.)
Critical Depth = 10.20(In.)
Pipe flow velocity = 7.55(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 9.62 min.
Process from Point/Station 422.000 to Point/Station 422.000
**** CONFLUENCE OF MAIN STREAMS ****
The toilowmg aata msiae Mam Stream is listea;
In Main Stream number: 2
Stream flow area = 1.040(Ac.)
Runoff from this stream = 4.888(CFS)
Time of concentration = 9.62 min.
Rainfall intensity = 4.663(In/Hr)
Summary of stream data:
Stream Flow rate TC
No . (CFS) (min) (In/Hr)
1 10.799 10 . 85 4 316
2 4 . 888 9 . 62 4 663
Qmax(1) =
1. 000 * 1 . 000 * 10 799) +
0 . 925 * 1. 000 * 4 888) + 15 323
Qmax(2) = 799) 1 . 000 * 0 . 887 * 10 799) +
1 . 000 * 1. 000 * 4 888) + 14 465
Total of 2 main streams to confluence:
Flow rates before confluence point:
10.799 4.888
Maximum flow rates at confluence using above data:
15.323 14.465
Area of streams before confluence:
2.570 1.040
Results of confluence:
Total flow rate = 15.323(CFS)
Time of concentration = 10.852 min.
Effective stream area after confluence = 3.610(Ac.)
Process from Point/Station 422.000 to Point/Station 404.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation =• lib . Vb (Ft. ) ' "
Downstream point/station elevation = 111.99(Ft.)
Pipe length = 90.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.323(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 15.323(CFS)
Normal flow depth in pipe = 11.27(In.)
Flow top width inside pipe = 17.42(In.)
Critical Depth = 16.95 (In.)
Pipe flow velocity = 13.16(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 10.97 min.
Process from Point/Station 404.000 to Point/Station 404.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream numPer: 1 m normal stream numPer 1
Stream flow area = 3.610(Ac.)
Runoff from this stream = 15.323(CFS)
Time of concentration = 10.97 min.
Rainfall intensity = 4.286(In/Hr)
Process from Point/Station 400.000 to Point/Station 402.000
**** INITIAL AREA EVALUATION ****
User specitiea 'Cvalue ot U.4bU given tor suParea
Initial subarea flow aistance = 500.00 (Ft.)
Highest elevation = 260.00 (Ft.)
Lowest elevation = 125.00(Ft.)
Elevation difference = 135.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.72 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1 . 8* (1 . 1-0.4500)* (500.00".5)/( 27.OO"(1/3)]= 8.72
Rainfall intensity (I) = 4.969 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 4.919(CFS)
Total initial stream area = 2.200(Ac.)
Process from Point/station 402.000 to Point/Station 404.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 118 . 00 (Ft. ;
Downstream point/station elevation = 112.32(Ft.)
Pipe length = 19.16(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.919(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.919(CFS)
Normal flow depth in pipe = 3.57(In.)
Flow top width inside pipe = 14.35(In.)
Critical Depth = 10.24 (In.)
Pipe flow velocity = 19.80(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 8.74 min.
Process from Point/Station 404.000 to Point/station 404.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream numJoer: 1 m normal stream numPer 2
Stream flow area = 2.200(Ac.)
Runoff from this stream = 4.919(CFS)
Time of concentration = 8.74 min.
Rainfall intensity = 4.963(In/Hr) •
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
15.323 10.97 4.286
4.919 8.74 4.963
Qmax(1) =
Qmax(2) =
1.000 * 1.000 * 15.323) +
0.864 * 1.000 * 4.919) + = 19.572
1.000 * 0.797 * 15.323) +
1.000 * 1.000 * 4.919) + = 17.127
Total of 2 streams to confluence:
Flow rates before confluence point:
15.323 4.919
Maximum flow rates at confluence using above data:
19.572 17.127
Area of streams before confluence:
3.610 2.200
Results of confluence:
Total flow rate = 19.572(CFS)
Time of concentration = 10.967 min.
Effective stream area after confluence = 5.810(Ac
Process from Point/station 404.000 to Point/Station 406.000
**** PIPEFLOW TRAVEL TIME (User specified size) **** '
Upstream pomt/station elevation = ill. yy (Ft. ]
Downstream point/station elevation = 102.80(Ft.)
Pipe length = 91.64(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.572 (CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 19.572(CFS)
Normal flow depth in pipe = 9.93(In.)
Flow top width inside pipe = 17.90(In.)
Critical depth could not be calculated.
Pipe flow velocity = 19.58(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 11.04 min.
End of computations, total study area = 5.81 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
( 3 57 in.)
( 0.298 ft. )
Circular Channel Section
V
Flowrate
Velocity
Pipe Diameter .
Depth of Flow ,
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
4 . 920
19.809
18 .000
3 . 570
0 .298
0 . 853
0 . 198
29.650
0 .249
1.385
0 . 079
0 .013
0 .220
CFS
fps
inches
inches
feet
feet
sq. ft
feet
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
( 9 93 in.
( 0.828 ft
V
Circular Channel Section
Flowrate ....
Velocity ....
Pipe Diameter
Depth of Flow
Depth of Flow
19.570
19.579
18.000
9 . 930
0 . 828
CFS
fps
inches
inches
feet
Critical Depth Greater than Pipe Diameter
Depth/Diameter (D/d) 0.552
Slope of Pipe 10.020 %
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
1. 000
2 . 512
0 . 541
0 . 013
3 .472
sq. ft
feet
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAAA-
Water
11 26 in.)
0 . 939 ft.)
* *
* *
* V
I
I
I
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
15.320
13.164
18 .000
11.265
0 . 939
1.409
0 . 626
4 .150
1. 164
2 . 738
0 . 658
0 . 013
CFS
fps
inches
inches
feet
feet
sq. ft
feet
2 .127
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water *
*
7 11 in.)
0.593 ft. )
* *
* *
* V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
4 . 890
7 . 538
18.000
7 .110
0 . 593
0 . 848
0 .395
2 . 000
0 . 649
2 . 039
0 .303
0 . 013
0 .217
CFS
fps
inches
inches
feet
feet
sq. ft
feet
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAAA-
Water
( 6 13 in.
( 0.511 ft
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
10.800
20 .336
18 . 000
6 .130
0 . 511
1.256
0 .341
16.950
0 . 531
1.869
0 . 229
0 .013
1. 057
CFS
fps
inches
inches
feet
feet
sq. ft
feet
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/24/98
FARADAY AVENUE ~ EXISTING CONDITION DRAINAGE STUDY
BASIN "E"
FILE: EXISTE.RSD, EXISTE.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 500.000 to Point/Station 502.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot U.4b0 given tor suParea
Initial subarea flow distance = 350.00(Ft.)
Highest elevation = 240.00 (Ft.)
Lowest elevation = 142.00 (Ft.)
Elevation difference = 98.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.21 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0 .4500)*(350.00".5)/( 28.OO"(1/3)]= 7.21
Rainfall intensity (I) = 5.619 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 2.781 (CFS)
Total initial stream area = 1.100(Ac.)
End of computations, total study area = 1.10 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 10/04/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "E"
FILE: FUTURE.RSD, FUTURE.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 500.000 to Point/Station 502.000
**** INITIAL AREA EVALUATION ****
User specitiea '~C value ot U.4bU given tor suParea
Initial subarea flow distance = 400.00(Ft.)
Highest elevation = 240.00 (Ft.)
Lowest elevation = 125.60 (Ft.)
Elevation difference = 114.40(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.65 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.4500)* (400.00".5)/( 28.60"(1/3)]= 7.65
Rainfall intensity (I) = 5.406 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 2.676 (CFS)
Total initial stream area = 1.100(Ac.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 502.000 to Point/Station 504.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = ill. /a (Ft. ;
Downstream point/station elevation = 102.25(Ft.).
Pipe length = 134.82(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.676(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.676(CFS)
Normal flow depth in pipe = 3.76(In.)
Flow top width inside pipe = 14.64(In.)
Critical Depth = 7.44 (In.)
Pipe flow velocity = 9.98(Ft/s),
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 7.88 min.
End of computations, total study area = 1.10 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
( 3 77 in.)
( 0 .314 ft.)
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter ,
Depth of Flow ,
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
2
9
680
985
18.000
3 . 767
0 . 314
0 . 624
0 .209
7 . 070
0 . 268
1.425
0 . 088
0 . 013
0 . 065
CFS
fps
inches
inches
feet
feet
sq. ft
feet
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/24/98
FARADAY AVENUE ~ EXISTING CONDITION DRAINAGE STUDY
BASIN "F"
FILE: EXISTF.RSD, EXISTF.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 600.000 to Point/Station 602.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot U.4bU given tor suParea
Initial subarea flow distance = 310.00(Ft.)
Highest elevation = 230.00 (Ft.)
Lowest elevation = 140.00 (Ft.)
Elevation difference = 90.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 6.70 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1 . 1-0.4500)*(310.00".5)/( 29.03" (1/3)]= 6.70
Rainfall intensity (I) = 5.889 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 2.650(CFS)
Total initial stream area = 1.000(Ac.)
End of computations, total study area = 1.00 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/10/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "F"
FILE: FUTURE.RSD, FUTURE.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P67P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+ + + + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + ^
Process from Point/Station 600.000 to Point/Station 602.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot U.4bU given tor suParea
Initial subarea flow distance = 340.00(Ft.)
Highest elevation = 230.00(Ft.)
Lowest elevation = 127.80(Ft.)
Elevation difference = 102.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 6.94 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.4500)* (340.00" . 5)/( 30.06" (1/3) ]= 6.94
Rainfall intensity (I) = 5.759 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 2.591(CFS)
Total initial stream area = 1.000(Ac.)
+ + + + + + + + + + + + + + + + + 4- + + + + 4- + 4- + + + + + + + + + + + + 4- + + + + + + 4- + + + + + + + + 4- + + +
Process from Point/Station 602.000 to Point/Station 604.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 119 . 87 (Ft. )
Downstream point/station elevation = 114.26(Ft.)
Pipe length = 91.04(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.591(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.591(CFS)
Normal flow depth in pipe = 3.83(In.)
Flow top width inside pipe = 14.74(In.)
Critical Depth = 7.31 (In.)
Pipe flow velocity = 9.42(Ft/s)
Travel time through pipe = 0.16 min.
Time of concentration (TC) = 7.10 min.
End of computations, total study area = 1.00 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
* *
* *
*
3 83 in.)
0.319 ft. )
v
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
2 590
9 411
18 000
,•3 828
0 319
0 614
0 213
6 160
0 275
1 438
0 091
0 013
0 061
CFS
fps
inches
inches
feet
feet
sq. ft feet
STA SO ^ 70
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/24/98
FARADAY AVENUE - EXISTING CONDITION DRAINAGE STUDY
BASIN "G"
FILE: EXISTG.RSD, EXISTG.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+ + + + + 4- + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + + + + ++ + + + + + + + + + + + + + + +
Process from Point/Station 700.000 to Point/Station 702.000 **** INITIAL AREA EVALUATION ****
user specitiea 'C value ot u.4bU given tor suoarea
Initial subarea flow distance = 1000.00(Ft.)
Highest elevation = 255.00(Ft.)
Lowest elevation = 111.80(Ft.)
Elevation difference = 143.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 15.24 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.4500)*(1000.00".5)/( 14.32" (1/3)]= 15.24
Rainfall intensity (I) = 3.467 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 12.014(CFS)
Total initial stream area = 7.700(Ac.)
End of computations, total study area = 7.70 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/10/98
FARADAY AVENUE ~ PROPOSED DRAINAGE STUDY BASIN "GI"
FILE: FUTRGl.RSD, FUTRGl.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+ + + + + + + + 4-4-4- + + + + + + + + + + + 4- + + + + 4- + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + +
Process from Point/Station 708.000 to Point/Station 710.000
**** INITIAL AREA EVALUATION ****
User specitiea TP value ot U.4b0 given tor sut>area
Initial subarea flow distance = 400.00(Ft.)
Highest elevation = 230.00(Ft.)
Lowest elevation = 129.60(Ft.)
Elevation difference = 100.40(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 7.99 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.4500)* (400.00".5)/( 25.lO"(1/3)]= 7.99
Rainfall intensity (I) = 5.257 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 1.183(CFS)
Total initial stream area = 0.500(Ac.)
+ + 4-4- + + + + + 4- + + + + + + + + 4- + + + + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 710.000 to Point/Station 712.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 12U . 14 (Ft.;
Downstream point/station elevation = 117.94(Ft.)
Pipe length = • 109.80(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.183(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 1.183(CFS)
Normal flow depth in pipe = 3.43(In.)
Flow top width inside pipe = 14.14(In.)
Critical Depth = 4.87(In.)
Pipe flow velocity = 5.03(Ft/s)
Travel time through pipe = 0.3 6 min.
Time of concentration (TC) = 8.36 min.
End of computations, total study area = 0.50 (Ac.)
I
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite-204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A
Water
* ( 3 43 in.)
( 0.286 ft.)
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter ,
Depth of Flow .
Depth of Flow ,
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
1. 180
5 . 020
18.000
3 .427
0 .286
0 .406
0 . 190
2 . 000
0 .234
1 .355
0 . 073
0 . 013
0 . 013
CFS
fps
inches
inches
feet
feet
sq. ft
feet
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/10/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "G2"
FILE: FUTRG2.RSD, FUTRG2.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation_(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+ + 4- + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + + + + 4- + + + + + + + + + + + + + + +
Process from Point/Station 700.000 to Point/Station 702.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot u.4bu given tor sutiarea
Initial subarea flow distance = 1000.00(Ft.)
Highest elevation = 255.00(Ft.)
Lowest elevation = 111.60(Ft.)
Elevation difference = 143.40(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 15.23 min.
TC = [1.8* (1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.4500)*(1000.00".5)/( 14.34"(1/3)]= 15.23
Rainfall intensity (I) = 3.468 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 11.237(CFS)
Total initial stream area = 7.200(Ac.)
+ + + + + + 4-4- + + + + + + + 4- + + + + + + + + + + 4- + + + + + + + 4- + + + + + + + + + + + 4- + + + + 4- + + + + + +
Process from Point/Station 702.000 to Point/Station 704.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = ill. 60 (Ft. )
Downstream point/station elevation = 108.71(Ft.)
Pipe length = 89.55(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.237(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 11.237(CFS)
Normal flow depth in pipe = 10.01(In.)
Flow top width inside pipe = 17.89(In.)
Critical Depth = 15.37(In.)
Pipe flow velocity = 11.14(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 15.36 min.
+ + + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4-4- + + + + + + + 4- + + + ^
Process from Point/Station 704.000 to Point/Station 704.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 m normal stream number 1
Stream flow area = 7.200(Ac.)
Runoff from this stream = 11.237(CFS)
Time of concentration =
Rainfall intensity = 15.36 min.
3 .449(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 714.000 to Point/station 704 000 **** INITIAL AREA EVALUATION ****
user specitiea 'C value ot 0.4b0 given tor subarea
Initial subarea flow distance = 628.67(Ft.)
Highest elevation = 127.62(Ft.)
Lowest.elevation = 113.91(Ft.)
Elevation difference = 13.71(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 22.62 min.
TC = [1.8*(l.l-C)*distance".5)/(% slope"(l/3)]
TC = [1.8*(l.l-0.4500)*(628.67".5)/( 2.18"(l/3)]= 22.62
Rainfall intensity (I) = 2.687 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 0.339(CFS)
Total initial stream area = 0.280(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 704.000 to Point/Station 704 000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream numPer: 1 m normal stream numPer 2
Stream flow area = 0.280(Ac.)
Runoff from this stream = 0.339(CFS)
Time of concentration = 22.62 min.
Rainfall intensity = 2.687(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1 11 .237 15 36 3 .449
2 0 .339 22 62 2 . 687
Qmax(1) =
1.000 * 1.000 * 11 .237) +
1.000 * 0.679 * 0 .339) + =
Qmax(2) =
.339)
0.779 * 1.000 * 11 . 237) +
1. 000 * 1.000 * 0 .339) + =
Total of 2 streams to confluence
11.467
9 . 094
Flow rates before confluence point:
11.237 0.339
Maximum flow rates at confluence using above data:
11.467 9.094
Area of streams before confluence:
7.200 0.280
Results of confluence:
Total flow rate = 11.467(CFS)
Time of concentration = 15.363 min.
Effective stream area after confluence = 7.480(Ac.)
+ + + + + + + 4- + 4- + 4-4- + + + + + + + + + + + + + + 4- + + + + + 4- + + + + + + + + + + + + + + + + + + + + 4- + + + +
Process from Point/Station 704.000 to Point/Station 706.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
upstream pomt/station elevation = 1U8 . 4fo (Ft. j
Downstream point/station elevation = 107.40(Ft.)
Pipe length = 53.12(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.467 (CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 11.467(CFS)
Normal flow depth in pipe = 11.88(In.)
Flow top width inside pipe = 17.05(In.)
Critical Depth = 15.50(In.)
Pipe flow velocity = 9.27(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 15.46 min.
End of computations, total study area = 7.48 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: ll/l0/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "I"
FILE: FUTURI.RSD, FUTURI.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+ + + + + + + + + + + + + 4- + + + + + + + + 4- + 4- + + + + + + 4-4- + 4- + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 922.000 to Point/Station 924.000 **** INITIAL AREA EVALUATION ****
User specitiea TT' value ot 0.9bU given tor suParea
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 99.95 (Ft.)
Lowest elevation = 99.45(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.9500)* ( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (l) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + 4- + + + + + +
Process from Point/Station 924.000 to Point/Station 906.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top ot street segment elevation = yy . 4bU (l^'t. j
End. of street segment elevation = 95.800 (Ft.)
Length of street segment = 406.840(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.211(CFS)
Depth of flow = 0.156(Ft.), Average velocity = 1.292(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 3.032 (Ft.)
Flow velocity = 1.29(Ft/s)
Travel time = 5.25 min. TC = 6.35 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 6.095(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 2.084(CFS) for 0.360(Ac.)
Total runoff = 2.263(CFS) Total area = 0.37(Ac.)
Street flow at end of street = 2.263(CFS)
Half street flow at end of street = 2.263(CFS)
Depth of flow = 0.296(Ft.), Average velocity = 2.084(Ft/s)
Flow width (from curb towards crown)= 10.073(Ft.)
4-4- + + + + + + + + 4-4- + + + + + + + + + + + 4- + + + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 906.000 to Point/Station 906.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Mam stream number: i m normal stream number 1
Stream flow area = 0.370(Ac.)
Runoff from this stream = 2.263(CFS)
Time of concentration = 6.35 min.
Rainfall intensity = 6.095(In/Hr)
+ + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + 4- + 4-4- + 4- + ++ + + + + +
Process from Point/Station 918.000 to Point/Station 920.000 **** INITIAL AREA EVALUATION ****
User specitiea 'C value ot 0.950 given tor suparea
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 105.77(Ft.)
Lowest elevation = 105.27 (Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(1.1-C)*distance".5)7(% slope"(l/3)]
TC = [1.8* (1.1-0.9500)*( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
4- + + + + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + + + + + +
Process from Point/Station 920.000 to Point/Station 906.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
'i'op ot street segment elevation = lUb . 27U (Ft. j
End of street segment elevation = 95.810(Ft.)
Length of street segment = 443.160(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.217(CFS)
Depth of flow = 0.133(Ft.), Average velocity = 2.038(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.879(Ft.)
Flow velocity = 2.04 (Ft/s)
Travel time = 3.62 min. TC = 4.73 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 7.372(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C - 0.950
Subarea runoff = 3. Oil(CFS) for 0.430(Ac.)
Total runoff = 3.190(CFS) Total area = 0.44(Ac.)
Street flow at end of street = 3.190(CFS)
Half street flow at end of street = 3.190(CFS)
Depth of flow = 0.289(Ft.), Average velocity = 3.146(Ft/s)
Flow width (from curb towards crownT= 9.709(Ft.)
+ + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + 4- + + + + + + -4- + + + + +
Process from Point/Station 906.000 to Point/Station 906.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: l m normal stream number 2
Stream flow area = 0.440(Ac.)
Runoff from this stream = 3.190(CFS)
Time of concentration = 4.73 min.
Rainfall intensity = 7.372(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.263 6.35 6.095
2 3.190 4.73 7.372
Qmax(1) =
1.000 * 1.000 * 2.263) +
0.827 * 1.000 * 3.190) + = 4.900
Qmax(2) =
1.000 * 0.745 * 2.263) +
1.000 * 1.000 * 3.190) + = 4.875
Total of 2 streams to confluence:
Flow rates before confluence point:
2.263 3.190
Maximum flow rates at confluence using above data:
4.900 4.875
Area of streams before confluence:
0.370 0.440
Results of confluence:
Total flow rate = 4.900(CFS)
Time of concentration = 6.355 min.
Effective stream area after confluence = 0.810(Ac.)
+ + + + + + + 4- + + + + + 4-4- + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + +
Process from Point/Station 906.000 to Point/Station 904.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 8b. 94 (Ft. ) '
Downstream point/station elevation = 84.89(Ft.)
Pipe length = 52.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.900(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.900(CFS)
Normal flow depth in pipe = 7.11(In.)
Flow top width inside pipe = 17.60(In.)
Critical Depth = 10.22(In.)
Pipe flow velocity = 7.54(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 6.47 min.
+ + 4- + + + + + + + + + + + 4- + 4- + + + + 4- + 4-4- + + + + + + + + + + + + + 4- + 4- + + + + + + + + + + + + + + + + +
Process from Point/Station 904.000 to Point/Station 904.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam stream numPer: l m normal stream numPer 1
Stream flow area = 0.810(Ac.)
Runoff from this stream = 4.900(CFS)
Time of concentration = 6.47 min.
Rainfall intensity = 6.024(In/Hr)
+ 4- + 4- + + + 4-4- + 4- + + + + + 4- + + + + 4- + 4- + + + + + + + + + + + + + 4- + + + + + + + + + + + + + 4- + 4-4-4- + 4- + + +
Process from Point/Station 914.000 to Point/Station 916.000
**** INITIAL AREA EVALUATION ****
User specitied 'C' value ot o.ybu given tor subarea :
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 103.25(Ft.)
Lowest elevation = 102.75(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(1/3)]
TC = [1.8* (1.1-0.9500)*( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
+ + 4-4- + + + + + + 4- + + + + + + + + + + + + + 4- + + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 916.000 to Point/Station 904.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top ot street segment elevation = 1U2.VbU(Ft.)
End of street segment elevation = 95.810(Ft.)
Length of street segment = 771.810(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.338(CFS)
Depth of flow = 0.178 (Ft.), Average velocity = 1.380 (Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 4.166(Ft.)
Flow velocity = 1.38 (Ft/s)
Travel time = 9.32 min. TC = 10.43 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 4.427(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 7.486 (CFS) for 1.780(Ac.)
Total runoff = 7.665(CFS) Total area = 1.79(Ac.)
Street flow at end of street = 7.665(CFS)
Half street flow at end of street = 7.665(CFS)
Depth of flow = 0.421(Ft.), Average velocity = 2.805(Ft/s)
Flow width (from curb towards crown)= 16.312(Ft.)
+ + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4-4- + 4- + 4- + + + + + + + + +
Process from Point/Station 904.000 to Point/Station 904.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Mam stream numPer: l m normal stream number 2 ~~"
Stream flow area = 1.790(Ac.)
Runoff from this stream = 7.665(CFS)
Time of concentration = 10.43 min.
Rainfall intensity = 4.427(In/Hr)
+ + + + + + + + + + + + + + + + + + + + + + 4-4- + + + + + + 4- + + + + + + + 4- + + + + + + + + + + + + + + + + + 4-
Process from Point/Station 910.000 to Point/Station 912.000 **** INITIAL AREA EVALUATION ****
User specitiea TP value ot U.ybU given tor suParea '
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 130.45(Ft.)
Lowest elevation = 129.95(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.9500) *( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
+ + + 4-4- + + + + + + + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + + + + + 4- + + + + + + + + + +
Process from Point/Station 912.000 to Point/Station 904.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top ot street segment elevation = 129.ybO(Ft.)
End of street segment elevation = 95.810(Ft.)
Length of street segment = 1142.680(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.333(CFS)
Depth of flow = 0.148(Ft.), Average velocity = 2.339(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.669(Ft.)
Flow velocity = 2.34(Ft/s)
Travel time = 8.14 min. TC = 9.25 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 4.784(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 7.862(CFS) for 1.730(Ac.)
Total runoff = 8.041(CFS) Total area = 1.74(Ac.)
Street flow at end of street = 8.041(CFS)
Half street flow at end of street = 8.041(CFS)
Depth of flow = 0.358(Ft.), Average velocity = 4.466(Ft/s)
Flow width (from curb towards crownT= 13.149(Ft.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 904.000 to Point/Station 904.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 m normal stream number J
Stream flow area = 1.740(Ac.)
Runoff from this stream = 8.041(CFS)
Time of concentration = 9.25 min.
Rainfall intensity = 4.784(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 4.900 6.47 6.024
2 7.665 10.43 4.427
3 8.041 9.25 4.784
Qmax (1) ••
Qmax(2) =
1.000 * 1.000 * 4 . 900) +
1.000 * 0.620 * 7.665) +
1.000 * 0.700 * 8.041) + = 15.279
0.735 * 1.000 * 4.900) +
Qmax(3) =
1.000 * 1.000 * 7 . 665) +
0.925 * 1.000 * 8 . 041) + =
0.794 * 1.000 * 4 . 900) +
1.000 * 0.887 * 7 .665) +
1.000 * 1.000 * 8 . 041) + =
streams to confluence:
18.707
18.729
Flow rates before confluence point:
4.900 7.665 8.041
Maximum flow rates at confluence using above data:
15.279 18.707 18.729
Area of streams before confluence:
0.810 1.790 1.740
Results of confluence:
Total flow rate = 18.729(CFS)
Time of concentration = 9.250 min.
Effective stream area after confluence = 4.340(Ac.)
+ + 4- + + + + + + + + + + + + + + + + + + + + + + + + + + + 4-4-4- + + + + + + + + + + + + + + + + + + + + + + + +
Process from Point/Station 904.000 to Point/Station 902.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 84 . 56 (Ft. ) '•
Downstream point/station elevation = 84.03(Ft.)
Pipe length = 26.47(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.729 (CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 18.729(CFS)
Normal flow depth in pipe = 13.20(In.)
Flow top width inside pipe = 23.88(In.)
Critical Depth = 18.69(In.)
Pipe flow velocity = 10.59(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 9.29 min.
+ + + + + + + + + + + + + + + 4- + + + 4- + + + + + + 4- + + + + 4- + 4-4- + + + + + + + + + + + 4- + + + + + + + + + +
Process from Point/Station 902.000 to Point/Station 902.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 in normal stream number i
Stream flow area = 4.340(Ac.)
Runoff from this stream = 18.729(CFS)
Time of concentration = 9.29 min.
Rainfall intensity = 4.770(In/Hr)
+ + + + + + + + + + + + + 4- + + + + + + + 4- + + + + + + + + + + + + + + + + + + + + + + + + + 4- + + + + + + + +
Process from Point/Station 900.000 to Point/Station 902.000 **** INITIAL AREA EVALUATION ****
BA.-S/^ 'X/;
User specitiea 'C value ot O.bbU given tor subarea
Initial subarea flow distance = 1950.00(Ft.)
Highest elevation = 325.00(Ft.)
Lowest elevation = 72.56(Ft.)
Elevation difference = 252.44(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 18.62 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.5500)*(1950.00".5)/( 12.95"(1/3)]= 18.62
Rainfall intensity (I) = 3.047 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 81.437(CFS)
Total initial stream area = 48.600(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 902.000 to Point/Station 902.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 m normal stream number 2
Stream flow area = 48.600(Ac.)
Runoff from this stream = 81.437(CFS)
Time of concentration = 18.62 min.
Rainfall intensity = 3.047(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
Qmax(1) =
Qmax(2;
18.729 9.29 4.770
81.437 18.62 3.047
1.000 * 1.000 * 18.729) 4-
1.000 * 0.499 * 81.437) 4- = 59.372
0.639 * 1.000 * 18.729) 4-
1.000 * 1.000 * 81.437) 4- = 93.400
Total of 2 streams to confluence:
Flow rates before confluence point:
18.729 81.437
Maximum flow rates at confluence using above data:
59.372 93.400
Area of streams before confluence:
4.340 48.600
Results of confluence:
Total flow rate = 93.400(CFS)
Time of concentration = 18.618 min.
Effective stream area after confluence = 52.940(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 902.000 to Point/Station 908.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream pomt/station elevation = 72 . 56 (Ft. j
Downstream point/station elevation = 64.16(Ft.)
Pipe length = 215.73(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 93.400(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 93.400(CFS)
Normal flow depth in pipe = 24.38(In.)
Flow top width inside pipe = 29.00(In.)
Critical depth could not be calculated.
Pipe flow velocity = 19.87(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 18.80 min.
End of computations, total study area = 52.94 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 36.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A
Water
( 22 3 9 in.)
( 1.866 ft. )
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow ,
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 3 6 inch
Pipe Flowing Full
(D/d)
93 .400
20.217
36 . 000
22 .386
1
2
866
866
0 . 622
3
4
5
4
900
620
451
138
0 . 013
1. 961
CFS
fps
inches
inches
feet
feet
sq. ft
feet
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
* *
* *
AAAAAAAAAAAAAAAAAAAAA ^
* Water *
* *
* *
* *
* *
( 7 12 in.)
( 0.593 ft.)
V
Circular Channel Section
Flowrate 4.900 CFS
Velocity 7.542 fps
Pipe Diameter 18.000 inches
Depth of Flow 7.119 inches
Depth of Flow 0.593 feet
Critical Depth 0.848 feet
Depth/Diameter (D/d) 0.395
Slope of Pipe 2.000 %
X-Sectional Area 0.650 sq. ft.
Wetted Perimeter 2.040 feet
AR"(2/3) 0.303
Mannings 'n' 0.013
Min. Fric. Slope, 18 inch
Pipe Flowing Full 0.218 %
I
I O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 24.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A
Water
( 13 20 in.)
( 1.100 ft. )
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
(D/d)
18 . 730
10.583
24.000
13.197
1
1
2
1
3
1
100
555
0 .550 000
770
341
159
0 . 013
0.686
CFS
fps
inches
inches
feet
feet
sq. ft
feet
6rfl 3 ^ ^ 5~6:>
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A
Water
* ( 10.00 in.
( 0.833 ft
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) ....
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
11.240
11.145
18.000
10 . 000
0 . 833
1 .278
0 . 556
3 . 230
1. 008
2 . 523
0 . 547
0 . 013
CFS
fps
inches
inches
feet
feet
sq. ft
feet
1.145
6^ij5 I n ' G-Z
^771 V^-^ 2/
I
I
I
I
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAAA-
Water
( 11
Circular Channel Section
87 in.)
( 0.989 ft.)
v
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow ,
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
11.470
9.278
18.000
11.870
0 . 989
1.289
0 . 659
2 . 000
1. 236
2. 843
0 . 709
0 . 013
1.192
CFS
fps
inches
inches
feet
feet
sq. ft
feet
I
I O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
****** ******
* * * * * *
* * * * * *
* * * * * *
* * * ( 1.30') > ***
**i^^^^^w.s. ( 0.32')"""""***
* * * * * *
* * * * * *
*** ***
* * * * * *
*** ***
******
**
Triangular Channel
Flowrate 0.347 CFS
Velocity 1.630 fps
Depth of Flow 0.324 feet
Critical Depth 0.285 feet
Freeboard 0.000 feet
Total Depth 0.324 feet
Width at Water Surface .... 1.297 feet
Top Width 1.297 feet
Slope of Channel 2.520 %
Left Side Slope 2.000 : 1
Right Side Slope 2.000 : 1
X-Sectional Area 0.210 sq. ft
Wetted Perimeter 1.451 feet
AR"(2/3) 0.058
Mannings 'n' 0.04 0
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/24/98
FARADAY AVENUE ~ EXISTING CONDITION DRAINAGE STUDY BASIN "H"
FILE: EXISTH.RSD, EXISTH.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-H
Process from Point/Station 800.000 to Point/Station 802.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot U.4bU given tor subarea
Initial subarea flow distance = 310.00(Ft.)
Highest elevation = 150.00(Ft.)
Lowest elevation = 110.00(Ft.)
Elevation difference = 40.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.78 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)] TC = [1.8*(1.1-0.4500)* (310.00".5)/( 12.90"(1/3)]= 8.78
Rainfall intensity (I) = 4.946 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 2. 894 (CFS)
Total initial stream area = 1.300(Ac.)
End of computations, total study area = 1.3 0 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: ll/l0/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "H"
FILE: FUTURH.RSD, FUTURH.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 =60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 800.000 to Point/Station 802.000
**** INITIAL AREA EVALUATION ****
fi^^\n 'hi I'
User specitiea 'C value ot u.-4bu given tor subarea
Initial subarea flow distance = 330.00(Ft.)
Highest elevation = 150.00(Ft.)
Lowest elevation = 108.00(Ft.)
Elevation difference = 42.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C)•= 9.10 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.4500)*(330.00".5)/( 12 . 73"(1/3)]= 9.10
Rainfall intensity (I) = 4.833 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 2.828(CFS)
Total initial stream area = 1.300(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 802.000 to Point/Station 812.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 102 . 46 (Ft. j
Downstream point/station elevation = 95.06(Ft.)
Pipe length = 47.52(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.828(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.828(CFS)
Normal flow depth in pipe = 3.18(In.)
Flow top width inside pipe = 13.74(In.)
Critical Depth = 7.66(In.)
Pipe flow velocity = 13.41(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 9.16 min.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 812.000 to Point/Station 812.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 m normal stream number 1
Stream flow area = 1.300(Ac.)
Runoff from this stream = 2.828(CFS)
Time of concentration = 9.16 min.
Rainfall intensity = 4.813(In/Hr)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 814.000 to Point/Station 812.000
**** INITIAL AREA EVALUATION ****
User specitied 'C value ot 0.4bU given tor subarea
Initial subarea flow distance = 321.00(Ft.)
Highest elevation = 120.60(Ft.)
Lowest elevation = 106.44 (Ft.)
Elevation difference = 14.16(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 12.78 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.4500)*(321.00".5)/( 4.4l"(l/3)]= 12.78
Rainfall intensity (I) = 3.883 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 0.332 (CFS)
Total initial stream area = 0.190(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 812.000 to Point/Station 812.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 m normal stream number 2
Stream flow area = 0.190(Ac.)
Runoff from this stream = 0.332(CFS)
Time of concentration = 12.78 min.
Rainfall intensity = 3.883(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 2.828 9.16 4.813
2 0.332 12.78 3.883
Qmax (1)
Qmax(2)
1. 000 * 1. 000 * 2 . 828) 4-
1.000 * 0.717 * 0.332) 4- = 3.066
0 . 807 * 1. 000 * 2 . 828) 4-
1.000 * 1.000 * 0.332) 4- = 2.613
Total of 2 streams to confluence:
Flow rates before confluence point:
2.828 0.332
Maximum flow rates at confluence using above data:
3.066 2.613
Area of streams before confluence:
1.300 0.190
Results of confluence:
Total flow rate = 3.066(CFS)
Time of concentration = 9.162 min.
Effective stream area after confluence = 1.490(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 812.000 to Point/Station 804.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 94 . 81 (Ft. ;
Downstream point/station elevation = 94.28(Ft.)
Pipe length = 26.91(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.066(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.066(CFS)
Normal flow depth in pipe = 5.57(In.)
Flow top width inside pipe = 16.64(In.)
Critical Depth = 7.99(In.)
Pipe flow velocity = 6.59 (Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 9.23 min.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 804.000 to Point/Station 804.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 m normal stream number 1
Stream flow area = 1.490(Ac.)
Runoff from this stream = 3.066(CFS)
Time of concentration = 9.23 min.
Rainfall intensity = 4.790(In/Hr)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 808.000 to Point/Station 810.000
**** INITIAL AREA EVALUATION ****
User specitiea 'Cvalue ot 0.9b0 given tor subarea
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 127.62(Ft.)
Lowest elevation = 127.12 (Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.9500)* ( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 810.000 to Point/Station 804.000
**** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION ****
Top ot street segment elevation = 127.120(Ft.j
End of street segment elevation = 105.160(Ft.)
Length of street segment = 949.630(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000 (Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.248(CFS)
Depth of flow = 0.139(Ft.), Average velocity = 2.072(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.205(Ft.)
Flow velocity = 2.07(Ft/s)
Travel time = 7.64 min. TC = 8.74 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 4.960(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 3.676(CFS) for 0.780(Ac.)
Total runoff = 3.854(CFS) Total area = -0.79(Ac.)
Street flow at end of street = 3.854(CFS)
Half street flow at end of street = 3.854(CFS)
Depth of flow = 0.301(Ft.), Average velocity = 3.393(Ft/s)
Flow width (from curb towards crownT= 10.318(Ft.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 804.000 to Point/Station 804.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: l m normal stream number 2
Stream flow area = 0.790 (Ac).
Runoff from this stream = 3.854(CFS)
Time of concentration = 8.74 min.
Rainfall intensity = 4.960(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
3 . 066
3 . 854
Qmax(2) =
1.000 *
0.966 *
1.000 *
1.000 *
9 .23
8 . 74
1.000 *
1.000 *
0.947 *
1.000 *
4 . 790
4 . 960
3.066) 4-
3.854) 4-
3.066) 4-
3.854) 4-
6 . 788
6 . 759
Total of 2 streams to confluence:
Flow rates before confluence point:
3.066 3.854
Maximum flow rates at confluence using above data:
6.788 6.759
Area of streams before confluence:
1.490 0.790
Results of confluence:
Total flow rate = 6.788(CFS)
Time of concentration = 9.230 min.
Effective stream area after confluence = 2.280(Ac.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 804.000 to Point/Station 806.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 93 . 9b (Ft. j
Downstream point/station elevation = 93.08(Ft.)
Pipe length = 43.73(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.788(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.788(CFS)
Normal flow depth in pipe = 8.55(In.)
Flow top width inside pipe = 17.98(In.)
Critical Depth = 12.11(In.)
Pipe flow velocity = 8.20(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 9.32 min.
End of computations, total study area = 2.28 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
* *
* *
*
3 19 in.
0.265 ft.
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
2 830 CFS
13 407 fps
18 000 inches 3 185 inches
0 265 feet
0 635 feet
0 177
15 570 %
0 211 sq. ft
1 303 feet
0 063
0 013
0 073 o, "o
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
( 5 56 in.)
( 0.463 ft. )
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings ' n' :
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
3
6
070
627
18.000
5 . 555
0.463
0 . 663
0 .309
2 . 000
0 . 464
1 . 767
0 . 190
0 . 013
0 . 086
CFS
fps
inches
inches
feet
feet
sq. ft
feet
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAAA-
Water
* ( 8 54 in.
( 0.712 ft,
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter ,
Depth of Flow ,
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
6 790 CFS
8 218 fps
18 000 inches 8 543 inches
0 712 feet
1 007 feet
0 475
2 000 %
0 826 sq. ft
2 280 feet
0 420
0 013
0 418 %
I
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
******
* * * * * *
* * * * * *
* * * * * *
*** |< ( 1.27') >| ***
^^^AAAAA^^g^ ( 0.32')"""""***
* * * * * *
* * * * * *
* * * * * *
* * * * * *
* * * * * *
******
* *
Triangular Channel
Flowrate 0.324 CFS
Velocity 1.605 fps
Depth of Flow 0.317 feet
Critical Depth 0.277 feet
Freeboard 0.000 feet
Total Depth 0.317 feet
Width at Water Surface .... 1.269 feet
Top Width 1.269 feet
Slope of Channel 2.520 %
Left Side Slope 2.000 : 1
Right Side Slope .' 2.000 : 1
X-Sectional Area 0.201 sq. ft
Wetted Perimeter 1.419 feet
AR"(2/3) 0.055
Mannings 'n' 0.04 0
I
I
I
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/22/98
FARADAY AVENUE - EXISTING CONDITION DRAINAGE STUDY
BASIN "I"
FILE: EXISTI.RSD, EXISTI.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 900.000 to Point/Station 902.000 **** INITIAL AREA EVALUATION ****
User specitiea 'C value ot U.4b0 given tor subarea
Initial subarea flow distance = 1950.00 (Ft.)
Highest elevation = 325.00(Ft.)
Lowest elevation = 70.00(Ft.)
Elevation difference = 255.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 21.93 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.4500)*(1950.00".5)/( 13.08"(1/3)]= 21.93
Rainfall intensity (I) = 2.741 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 59.954(CFS)
Total initial stream area = 48.600(Ac.)
End of computations, total study area = 48.60 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/22/98
FARADAY AVENUE ~ EXISTING CONDITION DRAINAGE STUDY
BASIN "J"
FILE: EXISTJ.RSD, EXISTJ.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1000.000 to Point/Station 1002.000
**** INITIAL AREA EVALUATION ****
user specitiea 'C value ot U.4b0 given tor subarea
Initial subarea flow distance = 450.00(Ft.)
Highest elevation = 200.00(Ft.)
Lowest elevation = 103.00(Ft.)
Elevation difference = 97.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.92 min.
TC = [1.8*(1.1-C)*distance".5T/(% slope"(l/3)]
TC = [1.8*(l.l-0.4500)*(450.00".5)/( 21.56"(1/3)]= 8.92
Rainfall intensity (I) = 4.898 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 5.731(CFS)
Total initial stream area = 2.600(Ac.)
End of computations, total study area = 2.6 0 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/10/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "Jl"
FILE: FUTURJ.RSD, FUTURJ.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 =60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1000.000 to Point/Station 1002.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot U.4bU given tor subarea
Initial subarea flow distance = 450.00(Ft.)
Highest elevation = 200.00(Ft.)
Lowest elevation = 102.16(Ft.)
Elevation difference = 97.84(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 8.89 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.4500)*(450.00".5)/( 21.74" (1/3)]= 8.89
Rainfall intensity (I) = 4.907 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 5.741(CFS)
Total initial stream area = 2.600(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1002.000 to Point/Station 1004.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
upstream pomt/station elevation = y4 . u J (Ft.;
Downstream point/station elevation = 88.76(Ft.)
Pipe length = 112.14(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.741(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.741(CFS)
Normal flow depth in pipe = 6.16(In.)
Flow top width inside pipe = 17.08(In.)
Critical Depth = 11.10(In.)
Pipe flow velocity = 10.74(Ft/s)
Travel time through pipe = 0.17 min.
Time of concentration (TC) = 9.07 min.
End of computations, total study area = 2.60 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
( 16 in.)
( 0.513 ft.)
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter ,
Depth of Flow ,
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
5 . 740
10 .738
18.000
6 .161
0 .513
0 . 928
0 .342
4 . 700
0 . 535
1. 875
0 . 232
0 . 013
0 .299
CFS
fps
inches
inches feet feet
sq. ft
feet
STA 30^V^
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/10/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASINS "J2" & "J3"
FILE: FUTRJ2.RSD, FUTRJ2.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1006.000 to Point/Station 1008.000
**** INITIAL AREA EVALUATION ****
Bo-^i r) ' rs.z' . _ ^ ^
User specitiea TP value ot u.4bU given tor subarea
Initial subarea flow distance = 810.00(Ft.)
Highest elevation = 99.95(Ft.)
Lowest elevation = 85.92 (Ft.)
Elevation difference = 14.03(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 27.73 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(1/3)]
TC = [1.8* (1.1-0.4500)*(810.00".5)/( 1.73"(l/3)]= 27.73
Rainfall intensity (I) = 2.356 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 0.551(CFS)
Total initial stream area = 0.520(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4- + 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1008.000 to Point/Station 1014.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 81. Ul (Ft. )
Downstream point/station elevation = 79.00(Ft.)
Pipe length = 27.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.551(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.551(CFS)
Normal flow depth in pipe = 1.73(In.)
Flow top width inside pipe = 10.61(In.)
Critical Depth = 3.29(In.)
Pipe flow velocity = 6.35(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 27.80 min.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1014.000 to Point/Station 1014.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 in normal stream number 1
Stream flow area = 0.520(Ac.)
Runoff from this stream = 0.551(CFS)
Time of concentration = 27.80 min.
Rainfall intensity = 2.353(In/Hr)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1010.000 to Point/Station 1012.000 **** INITIAL AREA EVALUATION ****
/K? ' A 3 '
User specitiea 'Cvalue ot 0.9b0 given tor subarea
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 99.95(Ft.)
Lowest elevation = 99.45 (Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(1.1-C)*distance".5T/(% slope"(l/3)]
TC = [1.8* (1.1-0.9500)* ( 26.00".5)/( 1.92"(l/3)]= l.ll
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1012.000 to Point/Station 1014.000
**** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION ****
Top ot street segment elevation = yy.4b0(Ft.j '
End of street segment elevation = 84.640(Ft.)
Length of street segment = 810.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = • 0.239(CFS)
Depth of flow = 0.144(Ft.), Average velocity = 1.831(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.431(Ft.)
Flow velocity = 1.83 (Ft/s)
Travel time = 7.37 min. TC = 8.48 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 5.059(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 3.220(CFS) for 0.670(Ac.)
Total runoff = 3.399(CFS) Total area = 0.68(Ac.)
Street flow at end of street = 3.399(CFS)
Half street flow at end of street = 3.399(CFS)
Depth of flow = 0.301(Ft.), Average velocity = 3.Oil(Ft/s)
Flow width (from curb towards crown)= 10.283(Ft.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1014.000 to Point/Station 1014.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 m normal stream number 2
Stream flow area = 0.680(Ac.)
Runoff from this stream = 3.399(CFS)
Time of concentration = 8.48 min.
Rainfall intensity == 5.059 (In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
0.551 27.80 2.353
2 3.399 8.48 5.059
Qmax(1)
Qmax(2) =
1.000 * 1.000 * 0.551) 4-
0.465 * 1.000 * 3.399) 4- = 2.132
1.000 * 0.305 * 0.551) 4-
1.000 * 1.000 * 3.399) + = 3.567 Total of 2 streams to confluence:
Flow rates before confluence point:
0.551 3.399
Maximum flow rates at confluence using above data:
2.132 3.567
Area of streams before confluence:
0.520 0.680
Results of confluence:
Total flow rate = 3.567(CFS)
Time of concentration = 8.481 min.
Effective stream area after confluence = 1.200(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1014.000 to Point/Station 1016.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 78 . fa / (Ft. )
Downstream point/station elevation = 77.96(Ft.)
Pipe length = 35.20(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.567(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.567(CFS)
Normal flow depth in pipe = 5.99(In.)
Flow top width inside pipe = 16.97(In.)
Critical Depth = 8.65(In.)
Pipe flow velocity = 6.93(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 8.57 min.
End of computations, total study area = 1.2 0 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
( 1 73 in.)
( 0.144 ft.)
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
Critical Depth
Depth/Diameter (D/d) ....
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
0 .550
6 .335
18 .000
1.728
0 .144
0 .276
0 . 096
7.430
0 . 087
0 . 945
0 . 018
0 . 013
0 . 003
CFS
fps
inches
inches
feet
feet
sq. ft
feet
I
I
I
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
******
* * * * * *
* * * * * *
* * * * * *
*** |< ( 1.88') >| ***
, s , ( 0.47')"""""'^** * * * * * *
* * * * * *
*** ***
*** ***
*** ***
******
* *
Triangular Channel
Flowrate 0.578 CFS
Velocity 1.314 fps
Depth of Flow 0.470 feet
Critical Depth 0.349 feet
Freeboard 0.000 feet
Total Depth 0.470 feet
Width at Water Surface .... 1.879 feet
Top Width 1.879 feet
Slope of Channel 1.000 %
Left Side Slope 2.000 : 1
Right Side Slope 2.000 : 1
X-Sectional Area 0.441 sq. ft
Wetted Perimeter 2.101 feet
AR"(2/3) 0.156
Mannings 'n' 0.040
5r/i zy^ -vo
I
I
I
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A
Water
( 6 01 in.)
0.500 ft. )
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
3 .570
6 . 909
18.000
6 . 005
0 .500
0 . 720
0 .334
2 . 000
0 . 516
1. 847
0 . 221
0 . 013
0 .115
CFS
fps
inches
inches
feet
feet
sq. ft
feet
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/22/98
FARADAY AVENUE ~ EXISTING CONDITION DRAINAGE STUDY
BASIN "K"
FILE: EXISTK.RSD, EXISTK.OUT
JOB: 971050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
-I--^•-t-4--H 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+
Process from Point/Station 1100.000 to Point/Station 1102.000 **** INITIAL AREA EVALUATION ****
User specitiea 'C value ot U.4bU given tor subarea
Initial subarea flow distance = 2700.00(Ft.)
Highest elevation = 325.00(Ft.)
Lowest elevation = 50.00(Ft.)
Elevation difference = 275.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 28.05 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0 .4500)* (2700.00".5)/( 10.19"(1/3)]= 28.05
Rainfall intensity (I) = 2.339 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 79.893 (CFS)
Total initial stream area = 75.900(Ac.)
End of computations, total study area = 75.90 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/10/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "Kl"
FILE: FUTRKl.RSD, FUTRKl.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1100.000 to Point/Station 1104.000
**** INITIAL AREA EVALUATION ****
User specitied TP value ot u.bbO given tor subarea
Initial subarea flow distance = 2600.00(Ft.)
Highest elevation = 325.00 (Ft.)
Lowest elevation = 50.20(Ft.)
Elevation difference = 274.80(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 23.00 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.5500)* (2600.00".5)/( 10.57"(1/3)]= 23.00
Rainfall intensity (I) = 2.658 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 56.434(CFS)
Total initial stream area = 38.600(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1104.000 to Point/Station 1106.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = bU . 20 (Ft. )
Downstream point/station elevation = 44.67(Ft.)
Pipe length = 117.80(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 56.434(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 56.434(CFS)
Normal flow depth in pipe = 17.37(In.)
Flow top width inside pipe = 29.62(In.)
Critical Depth = 28.38(In.)
Pipe flow velocity = 19.18(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 23.10 min.
End of computations, total study area = 38.60 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 30.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
( 17 36 in.)
( 1.447 ft.
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 3 0 inch
Pipe Flowing Full
(D/d)
56.430
19.165
30.000
17.362
1. 447
2 .366
0 .579
4 .690
2 . 944
4 .322
2.280
0 . 013
1.893
CFS
fps
inches
inches
feet
feet
sq. ft
feet
7>? /
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: ll/ll/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "K2"
FILE: FUTRK2.RSD, FUTRK2.OUT '
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
-I-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1108.000 to Point/Station 1110.000 **** INITIAL AREA EVALUATION ****
User~ specitiea 'C value ot u.bbU given tor subarea
Initial subarea flow distance = 1010.00(Ft.)
Highest elevation = 120.00(Ft.)
Lowest elevation = 52.00(Ft.)
Elevation difference = 68.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 16.66 min.
TC = [1.8*(l.l-C)*distance".5T/(% slope"(l/3)]
TC = [1.8* (1.1-0.5500)*(1010.00".5)/( 6.73"(l/3)]= 16.66
Rainfall intensity (I) = 3.273 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 6.840(CFS)
Total initial stream area = 3.800(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1110.000 to Point/Station 1116.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 4y . 2y (Ft. ;
Downstream point/station elevation = 44.45(Ft.)
Pipe length = 114.58(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.840(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.840(CFS)
Normal flow depth in pipe = 6.96(In.)
Flow top width inside pipe = 17.53(In.)
Critical Depth = 12.14(In.)
Pipe flow velocity = 10.84(Ft/s)
Travel time through pipe = 0.18 min.
Time of concentration (TC) = 16.84 min.
End of computations, total study area = 3.8 0 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A
Water
* *
* *
*
Circular Channel Section
6 96 in.)
0.580 ft. )
V
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
6 840 CFS
10 834 fps
18 000 inches 6 963 inches
0 580 feet
1 015 feet
0 387
4 220 %
0 631 sq. ft
2 014 feet
0 291
0 013
0 424 %
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/11/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "K3"
FILE: FUTRK3.RSD, FUTRK3.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1132.000 to Point/Station 1102.000
**** INITIAL AREA EVALUATION ****
„ S^^-^siK?, ' K 3^, ^ ^ ,
User specitiea 'Cvalue ot U.bbU given tor subarea
Initial subarea flow distance = 2400.00(Ft.)
Highest elevation = 275.00(Ft.)
Lowest elevation = 45.47 (Ft.)
Elevation difference = 229.53(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 22.85 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.5500)* (2400.00".5)/( 9.56"(l/3)]= 22.85
Rainfall intensity (I) = 2.670 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.550
Subarea runoff = 49.190(CFS)
Total initial stream area = 33.500(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1102.000 to Point/Station 1134.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 4b . 47 (Ft. j
Downstream point/station elevation = 42.36(Ft.)
Pipe length = 73.80(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 49.190(CFS)
Given pipe size = 30.00 (In.)
Calculated individual pipe flow = 49.190(CFS)
Normal flow depth in pipe = 16.48(In.)
Flow top width inside pipe = 29.85(In.)
Critical Depth = 27.47(In.)
Pipe flow velocity = 17.82(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 22.92 min.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1134.000 to Point/Station 1134.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 m normal stream number 1
Stream flow area = 33.500(Ac.)
Runoff from this stream = 49.190(CFS)
Time of concentration = 22.92 min.
Rainfall intensity = 2.665(In/Hr)
-f +-f-f 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-+
Process from Point/Station 1140.000 to Point/Station 1138.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot U.4b0 given tor subarea
Initial subarea flow distance = 366.84(Ft.)
Highest elevation = 90.37(Ft.)
Lowest elevation = 66.54(Ft.)
Elevation difference = 23.83(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 12.01 min.
TC = [1.8*(1.1-C)*distance".5)7(% slope"(1/3)]
TC = [1.8*(1.1-0.4500)*(366.84".5)/( 6.50"(l/3)]= 12.01
Rainfall intensity (I) = 4.042 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 0.327(CFS)
Total initial stream area = 0.180(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1138.000 to Point/Station 1134.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = bU . 70 (i-'t. )
Downstream point/station elevation = 42.86(Ft.)
Pipe length = 161.56(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.327(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 0.327(CFS)
Normal flow depth in pipe = 1.50(In.)
Flow top width inside pipe = 9.94(In.)
Critical depth could not be calculated.
Pipe flow velocity = 4.67(Ft/s)
Travel time through pipe = 0.58 min.
Time of concentration (TC) = 12.59 min.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1134.000 to Point/Station 1134.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: I m normal stream number 2
Stream flow area = 0.180(Ac.)
Runoff from this stream = 0.327(CFS)
Time of concentration = 12.59 min.
Rainfall intensity = 3.922(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
Qmax(1) =
Qmax(2)
49.190 22.92 2.665
0.327 12.59 3.922
1.000 * 1.000 * 49.190) 4-
0.679 * 1.000 * 0.327) 4- = 49.412
1.000 * 0.549 * 49.190) 4-
1.000 * 1.000 * 0.327) 4- = 27.343 Total of 2 streams to confluence:
Flow rates before confluence point:
49.190 0.327
Maximum flow rates at confluence using above data:
49.412 27.343
Area of streams before confluence:
33.500 0.180
Results of confluence:
Total flow rate = 49.412(CFS)
I
I
I
Time of concentration = 22.918 min.
Effective stream area after confluence = 33.680(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1134.000 to Point/Station 1136.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 42 . Jfa (Ft. }
Downstream point/station elevation = 38.89(Ft.)
Pipe length = 80.95(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 49.412(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 49.412(CFS)
Normal flow depth in pipe = 16.43(In.)
Flow top width inside pipe = 29.86(In.)
Critical Depth = 27.49(In.)
Pipe flow velocity = 17.95(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 22.99 min.
End of computations, total study area = 33.68 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 30.00 in.)
* *
AAAAAAAAAAAAAAAAAAAAA -A-
Water
* ( 16 48 in.)
( 1.373 ft.)
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 30 inch
Pipe Flowing Full
(D/d)
49
17
30 ,
16 ,
1,
2 ,
0 ,
4 .
2 ,
4 .
2 ,
0 ,
410
893
000
476
373
292
549
250
761
173
097
013
CFS
fps
inches
inches
feet
feet
sq. ft
feet
1.451
ba^^ in ' K3 '
I
I
I
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
( 1 50 in.
( 0.125 ft
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter .
Depth of Flow ,
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area . . ,
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
0 .330
4 . 676
18.000
1.503
0 .125
0 .212
0 . 084
4 . 850
0 . 071
0 . 880
0 . 013
0.013
0 . 001
CFS
fps
inches
inches
feet
feet
sq. ft
feet
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
******
* * *
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* * * |< ( 1.09')---
'"w.s. ( 0.27')
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* * * * * *
* * * * * *
* * * * * *
******
* *
******
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.->!***
AAAAAJ.^^
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Triangular Channel
Flowrate 0.306 CFS
Velocity 2.097 fps
Depth of Flow 0.272 feet
Critical Depth 0.271 feet
Freeboard 0.000 feet
Total Depth 0.272 feet
Width at Water Surface .... 1.088 feet
Top Width 1.088 feet
Slope of Channel 5.280 %
Left Side Slope 2.000 : 1
Right Side Slope 2.000 : 1
X-Sectional Area 0.148 sq. ft
Wetted Perimeter 1.216 feet
AR"(2/3) 0.036
Mannings 'n' 0.04 0
Btx K8
I
I
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/11/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASINS "K4" - "K7"
FILE: FUTRK4.RSD, FUTRK4.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4- + 4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-^
Process from Point/Station 1118.000 to Point/Station 1120.000
**** INITIAL AREA EVALUATION ****
User specitiea 'Cvalue ot U.ybU given tor subarea
Initial subarea flow distance = 32.00(Ft.)
Highest elevation = 55.53(Ft.)
Lowest elevation = 55.03 (Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.32 min.
TC = [1.8*(l.l-C)*distance".5T7(% slope"(l/3)]
TC = [1.8* (1.1-0.9500)*( 32.00".5)/( 1.56"(l/3)]= 1.32
Rainfall intensity (I) = 16.825 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.160(CFS)
Total initial stream area = 0.010(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1120.000 to Point/Station 1112.000
**** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION ****
Top ot street segment elevation = bb.03 0(Ft.)
End of street segment elevation = 53.570(Ft.)
Length of street segment = 200.040(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 16.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.179(CFS)
Depth of flow = 0.153(Ft.), Average velocity = 1.160(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.882(Ft.)
Flow velocity = 1.16(Ft/s)
Travel time = 2.87 min. TC = 4.19 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 7.973(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0 950
Subarea runoff = 1.818(CFS) for 0.240(Ac.)
Total runoff = 1.978 (CFS) Total area = 0.25(Ac.)
Street flow at end of street = 1.978(CFS)
Half street flow at end of street = 1.978(CFS)
Depth of flow = 0.294(Ft.), Average velocity = 1.865(Ft/s)
Flow width (from curb towards crown)= 9.944(Ft.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1112.000 to Point/Station 1112.000 **** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 m normal stream number 1
Stream flow area = 0.250(Ac.)
Runoff from this stream = 1.978(CFS)
Time of concentration = 4.19 min.
Rainfall intensity = 7.973(In/Hr)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1122.000 to Point/Station 1124.000 **** INITIAL AREA EVALUATION ****
/^g< '. ^/
User specitiea 'C value ot u.9bU given tor subarea
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 103.25(Ft.)
Lowest elevation = 102.75 (Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(1/3)]
TC = [1.8* (1.1-0.9500)*( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1124.000 to Point/Station 1112.000
**** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION ****
Top ot street segment elevation = 1U2.7b0(Ft.)
End of street segment elevation = 53.570(Ft.)
Length of street segment = 1197.960(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.366(CFS)
Depth of flow = 0.145(Ft.), Average velocity = 2.741(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.498(Ft.)
Flow velocity = 2.74(Ft/s)
Travel time = 7.2 8 min. TC = 8.3 9 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 5.094(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 10.163(CFS) for 2.100(Ac.)
Total runoff = 10.342(CFS) Total area = 2.11(Ac.)
Street flow at end of street = 10.342(CFS)
Half street flow at end of street = 10.342(CFS)
Depth of flow = 0.368(Ft.), Average velocity = 5.355(Ft/s)
Flow width (from curb towards crown)= 13.638(Ft.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1112.000 to Point/Station 1112.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: l m normal stream number 2
Stream flow area = 2.110(Ac.)
Runoff from this stream = 10.342(CFS)
Time of concentration = 8.3 9 min.
Rainfall intensity = 5.094(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.978 4.19 7.973
2 10.342 8.39 5.094
Qmax(1) =
1.000 * 1.000 * 1.978) 4-
1.000 * 0.499 * 10.342) 4- = 7.141
Qmax(2) =
0.639 * 1.000 * 1.978) 4-
1.000 * 1.000 * 10.342) 4- = 11.605
Total of 2 streams to confluence:
Flow rates before confluence point:
1.978 10.342
Maximum flow rates at confluence using above data:
7.141 11.605
Area of streams before confluence:
0.250 2.110
Results of confluence:
Total flow rate = 11.605(CFS)
Time of concentration = 8.3 91 min.
Effective stream area after confluence = 2.360(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1112.000 to Point/Station 1114.000
**** PIPEFLOW TRAVEL TIME (Program estimated size) ****
Upstream pomt/station elevation = 47 . 61 (Ft. )
Downstream point/station elevation = 46.56(Ft.)
Pipe length = 52.86(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.605(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 11.605(CFS)
Normal flow depth in pipe = 12.00(In.)
Flow top width inside pipe = 16.97(In.)
Critical Depth = 15.57(In.)
Pipe flow velocity = 9.27(Ft/s)
Travel time through pipe = 0.10 min.
Time of concentration (TC) = 8.49 min.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1114.000 to Point/Station 1114.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 1 m normal stream number i
Stream flow area = 2.360(Ac.)
Runoff from this stream = 11.605(CFS)
Time of concentration = 8.49 min.
Rainfall intensity = 5.057(In/Hr)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1118.000 to Point/Station 1126.000
**** INITIAL AREA EVALUATION ****
User specitiea TT' value ot 0.950 given tor subarea '
Initial subarea flow distance = 32.00(Ft.)
Highest elevation = 55.53 (Ft.)
Lowest elevation = 55.03(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.32 min.
TC = [1.8*(1.1-C)*distance".5T/(% slope"(l/3)]
TC = [1.8* (1.1-0.9500)*( 32.00".5)/( 1.56"(l/3)]= 1.32
Rainfall intensity (I) = 16.825 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.160(CFS)
Total initial stream area = 0.010(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1126.000 to Point/Station 1114.000
**** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION ****
Top ot street segment elevation = bb.03 0(Ft.)
End of street segment elevation = 53.570(Ft.)
Length of street segment = 200.040(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 16.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.179(CFS)
Depth of flow = 0.153(Ft.), Average velocity = 1.160(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.882(Ft.)
Flow velocity = 1.16(Ft/s)
Travel time = 2.87 min. TC = 4.19 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 7.973(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 1.818(CFS) for 0.240(Ac.)
Total runoff = 1.978(CFS) Total area = 0.25(Ac.)
Street flow at end of street = 1.978(CFS)
Half street flow at end of street = 1.978(CFS)
Depth of flow = 0.294(Ft.), Average velocity = 1.865(Ft/s)
Flow width (from curb towards crownT= 9.944(Ft.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1114.000 to Point/Station 1114.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream numPer: 1 m normal stream number 2
Stream flow area = 0.250(Ac.)
Runoff from this stream = 1.978(CFS)
Time of concentration = 4.19 min.
Rainfall intensity = 7.973(In/Hr)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1128.000 to Point/Station 1130.000
**** INITIAL AREA EVALUATION ****
Us^ value ot 0.950 given tor subarea
Initial subarea flow distance = 26.00(Ft.)
Highest elevation = 85.25 (Ft.)
Lowest elevation = 84.75(Ft.)
Elevation difference = 0.50(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.11 min.
TC = [1.8*(l.l-C)*distance".5T7(% slope"(l/3)]
TC = [1.8*(1.1-0.9500)*( 26.00".5)/( 1.92"(l/3)]= 1.11
Rainfall intensity (I) = 18.812 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.179(CFS)
Total initial stream area = 0.010(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1130.000 to Point/Station 1114.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top ot street segment elevation = 84. /bU(Ft.j
End of street segment elevation = 53.570(Ft.)
Length of street segment = 756.330(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 26.000(Ft.)
Distance from crown to crossfall grade break = 13.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.234(CFS)
Depth of flow = 0.117(Ft.), Average velocity = 2.863(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 1.500(Ft.)
Flow velocity = 2.86(Ft/s)
Travel time = 4.40 min. TC = 5.51 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 6.682(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 3.936(CFS) for 0.620(Ac.)
Total runoff = 4.114(CFS) Total area = 0.63(Ac.)
Street flow at end of street = 4.114(CFS)
Half street flow at end of street = 4.114(CFS)
Depth of flow = 0.283(Ft.), Average velocity = 4.295(Ft/s)
Flow width (from curb towards crown)= 9.416(Ft.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1114.000 to Point/Station 1114.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam stream number: l m normal stream number 3
Stream flow area = 0.630(Ac.)
Runoff from this stream = 4.114(CFS)
Time of concentration = 5.51 min.
Rainfall intensity = 6.682(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 11.605 8.49 5.057
2 1.978 4.19 7.973
3 4.114 5.51 6.682
Qmax(1) =
Qmax(2) =
1.000 * 1.000 * 11.605) 4-
0.634 * 1.000 * 1.978) 4-
0.757 * 1.000 * 4.114) + = 15.974
1.000 * 0.494 * 11.605) 4-
Qmax(3) =
1 000 * 1 . 000 * 1.978) 4-
1 000 * 0 .760 * 4.114) 4- =
1 000 * 0 . 649 * 11.605) 4-
0 838 * 1 . 000 * 1.978) 4-
1 000 * 1 . 000 * 4.114) 4- =
10 . 836
13 .307
Total of 3 streams to confluence:
Flow rates before confluence point:
11.605 1.978 4.114
Maximum flow rates at confluence using above data:
15.974 10.836 13.307
Area of streams before confluence:
2.360 0.250 0.630
Results of confluence:
Total flow rate = 15.974(CFS)
Time of concentration = 8.486 min.
Effective stream area after confluence = 3.240(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1114.000 to Point/Station 1117.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 46.23 (Ft.)
Downstream point/station elevation = 45.54(Ft.)
Pipe length = 34.03(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.974(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 15.974(CFS)
Normal flow depth in pipe = 11.94(In.)
Flow top width inside pipe = 24.00(In.)
Critical Depth = 17.29(In.)
Pipe flow velocity = 10.23(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 8.54 min.
End of computations, total study area = 3.24 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
( 11 97 in,
( 0.998 ft.)
Circular Channel Section
V
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
11.610
9 . 299
18.000
11.973
0 . 998
1.298
0 . 665
2
1
2
000
248
861
0 . 718
0 . 013
CFS
fps
inches
inches
feet
feet
sq. ft
feet
1. 221
l<6
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 24.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
11 99 in.
( 0.999 ft
V
Circular Channel Section
Flowrate
Velocity
Pipe Diameter ,
Depth of Flow ,
Depth of Flow ,
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
(D/d)
15.970
10.179
24 . 000
11.988
0 . 999
1.444
0 . 500
2 . 000
1. 569
3 . 140
0 . 988
0 . 013
CFS
fps
inches
inches
feet
feet
sq. ft
feet
0 .498
I
I
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 09/22/98
FARADAY AVENUE ~ EXISTING CONDITION DRAINAGE STUDY
BASIN "L"
FILE: EXISTL.RSD, EXISTL.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1200.000 to Point/Station 1202.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot U.4bU given tor subarea
Initial subarea flow distance = 1900.00(Ft.)
Highest elevation = 200.00(Ft.)
Lowest elevation = 45.00 (Ft.)
Elevation difference = 155.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 25.3 3 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.4500)* (1900.00".5)/( 8.16"(l/3)]= 25.33
Rainfall intensity (I) = 2.498 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 21.243(CFS)
Total initial stream area = 18.900(Ac.)
End of computations, total study area = 18.90 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology 'program based on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 11/11/98
FARADAY AVENUE ~ PROPOSED CONDITION DRAINAGE STUDY
BASIN "L"
FILE: FUTURL.RSD, FUTURL.OUT
JOB: 97-1050
********* Hydrology Study Control Information **********
O'Day Consultants, San Deigo, California - S/N 10125
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.700
24 hour precipitation(inches) = 4.500
Adjusted 6 hour precipitation (inches) = 2.700
P6/P24 = 60.0%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1200.000 to Point/Station 1202.000
**** INITIAL AREA EVALUATION ****
User^specitiea TP value ot U.7UU given tor subarea
Initial subarea flow distance = 1900.00(Ft.)
Highest elevation = 200.00 (Ft.)
Lowest elevation = 48.34(Ft.)
Elevation difference = 151.66(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 15.70 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8* (1.1-0.7000)*(1900.00".5)/( 7.98"(l/3)]= 15.70
Rainfall intensity (I) = 3.400 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.700
Subarea runoff = 44.986 (CFS)
Total initial stream area = 18.900(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1202.000 to Point/Station 1210.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 42 . 31 (Ft. ;
Downstream point/station elevation = 36.00(Ft.)
Pipe length = 44.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 44.986(CFS)
Given pipe size = 24.00 (In.)
Calculated individual pipe flow = 44.986(CFS)
Normal flow depth in pipe = 12.38(In.)
Flow top width inside pipe = 23.99(In.)
Critical depth could not be calculated.
Pipe flow velocity = 27.54(Ft/s)
Travel time through pipe = 0.03 min.
Time of concentration (TC) = 15.73 min.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1210.000 to Point/Station 1210.000
**** CONFLUENCE OF MAIN STREAMS ****
Tne toilowmg aata msiae Mam Stream is iistea:
In Main Stream number: 1
Stream flow area = 18.900(Ac.)
Runoff from this stream = 44.986(CFS)
Time of concentration = 15.73 min.
Rainfall intensity = 3.397(In/Hr)
Program is now starting with Main Stream No. 2
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1214.000 to Point/Station 1218.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot U.ybU given tor subarea
Initial subarea flow distance = 32.00(Ft.)
Highest elevation = 55.53(Ft.)
Lowest elevation = 54.93(Ft.)
Elevation difference = 0.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.24 min.
TC = [1.8*(1.1-C)*distance".5T/(% slope"(l/3)]
TC = [1.8*(1.1-0 . 9500)* ( 32.00".5)/( 1.88"(l/3)]= 1.24
Rainfall intensity (I) = 17.498 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.166(CFS)
Total initial stream area = 0.010(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1218.000 to Point/Station 1204.000
**** STREET FLOW TRAVEL TIME 4- SUBAREA FLOW ADDITION ****
Top ot street segment elevation = 54.930(Ft.)
End of street segment elevation = 48.450(Ft.)
Length of street segment = 441.630(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 16.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.223(CFS)
Depth of flow = 0.146(Ft.), Average velocity = 1.638(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.544(Ft.)
Flow velocity = 1.64(Ft/s)
Travel time = 4.49 min. TC = 5.73 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 6.514(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 4.2 08(CFS) for 0.680(Ac.)
Total runoff = 4.374(CFS) Total area = 0.69(Ac.)
Street flow at end of street = 4.374(CFS)
Half street flow at end of street = 4.374(CFS)
Depth of flow = 0.333(Ft.), Average velocity = 2.943(Ft/s)
Flow width (from curb towards crownT= 11.895(Ft.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1204.000 to Point/Station 1208.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 41. 23 (Ft. J '•
Downstream point/station elevation = 40.90(Ft.)
Pipe length = 16.43(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.374(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.374(CFS)
Normal flow depth in pipe = 6.69(In.)
Flow top width inside pipe = 17.39(In.)
Critical Depth = 9.63(In.)
Pipe flow velocity = 7.32(Ft/s)
Travel time through pipe = 0.04, min.
Time of concentration (TC) = 5.77 min.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1208.000 to Point/Station 1208.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 2 m normal stream number 1
Stream flow area = 0.690(Ac.)
Runoff- from this stream = 4.374(CFS)
Time of concentration = 5.77 min.
Rainfall intensity = 6.487(In/Hr)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1214.000 to Point/Station 1216.000
**** INITIAL AREA EVALUATION ****
User specitiea 'C value ot 0.9bU given tor subarea
Initial subarea flow distance = 32.00(Ft.)
Highest elevation = 55.53 (Ft.)
Lowest elevation = 54.93(Ft.)
Elevation difference = 0.60(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.24 min.
TC = [1.8*(1.1-C)*distance".5T/(% slope"(l/3)]
TC = [1.8* (1.1-0.9500)*( 32.00".5)/( 1.88"(l/3)]= 1.24
Rainfall intensity (I) = 17.498 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.950
Subarea runoff = 0.166 (CFS)
Total initial stream area = 0.010(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1216.000 to Point/Station 1206.000
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top ot street segment elevation = b4.930(Ft.)
End of street segment elevation = 48.450(Ft.)
Length of street segment = 441.630(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 32.000(Ft.)
Distance from crown to crossfall grade break = 16.000(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 = 0.0150
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.196(CFS)
Depth of flow = 0.139(Ft.), Average velocity = 1.653(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 2.178(Ft.)
Flow velocity = 1.65(Ft/s)
Travel time = 4.45 min. TC = 5.69 min.
Adding area flow to street
User specified 'C value of 0.950 given for subarea
Rainfall intensity = 6.543(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.950
Subarea runoff = 2.238(CFS) for 0.360(Ac.)
Total runoff = 2.404(CFS) Total area = 0.37(Ac.)
Street flow at end of street = 2.404(CFS)
Half street flow at end of street = 2.404(CFS)
Depth of flow = 0.282(Ft.), Average velocity = 2.550(Ft/s)
Flow width (from curb towards crown)= 9.33 5(Ft.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1206.000 to Point/Station 1208.000 **** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 41. /8 (Ft.}
Downstream point/station elevation = 40.90(Ft.)
Pipe length = 44.07(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.404(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.404(CFS)
Normal flow depth in pipe = 4.90(In.)
Flow top width inside pipe = 16.02(In.)
Critical Depth = 7.03(In.)
Pipe flow velocity = 6.18(Ft/s)
Travel time through pipe = 0.12 min.
Time of concentration (TC) = 5.81 min.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1208.000 to Point/Station 1208.000
**** CONFLUENCE OF MINOR STREAMS ****
Along Mam Stream number: 2 m normal stream number 2
Stream flow area = 0.370(Ac.)
Runoff from this stream = 2.404(CFS)
Time of concentration = 5.81 min.
Rainfall intensity = 6.457(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmax(1)
Qmax(2)
4 .374
2 .404
1.000 *
1.000 *
0.995 *
1.000 *
5 .77
5 . 81
1.000 *
0.993 *
1.000 *
1.000 *
4.374)
2.404)
4.374)
2.404)
6 .487
6 .457
4-
4- =
4-
4- =
6 .761
6 . 75f
Total of 2 streams to confluence:
Flow rates before confluence point:
4.374 2.404
Maximum flow rates at confluence using above data:
6.761 6.758
Area of streams before confluence:
0.690 0.370
Results of confluence:
Total flow rate = 6.761(CFS)
Time of concentration = 5.769 min.
Effective stream area after confluence = 1.060(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1208.000 to Point/Station 1210.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream pomt/station elevation = 40 . 58 (b't.)
Downstream point/station elevation = 36.00(Ft.)
Pipe length = 17.56(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.761(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.761(CFS)
Normal flow depth in pipe = 4.32(In.)
Flow top width inside pipe = 15.37(In.)
Critical Depth = 12.08(In.)
Pipe flow velocity = 20.76(Ft/s)
Travel time through pipe = 0.01 min.
Time of concentration (TC) = 5.78 min.
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1210.000 to Point/Station 1210.000 **** CONFLUENCE OF MAIN STREAMS ****
Tne toilowmg aata msiae Mam stream is iistea:
In Main Stream number: 2
Stream flow area = 1.060(Ac.)
Runoff from this stream = 6.761(CFS)
Time of concentration = 5.78 min.
Rainfall intensity = 6.477(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
Qmax(1) =
Qmax(2) =
44.986 15.73 3.397
6.761 5.78 6.477
1.000 * 1.000 * 44.986) 4-
0.524 * 1.000 * 6.761) 4- = 48.531
1.000 * 0.368 * 44.986) 4-
1.000 * 1.000 * 6.761) 4- = 23.298
Total of 2 main streams to confluence:
Flow rates before confluence point:
44.986 6.761
Maximum flow rates at confluence using above data:
48.531 23.298
Area of streams before confluence:
18.900 1.060
Results of confluence:
Total flow rate = 48.531(CFS)
Time of concentration = 15.731 min.
Effective stream area after confluence = 19.960(Ac.)
4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-4-
Process from Point/Station 1210.000 to Point/Station 1212.000
**** PIPEFLOW TRAVEL TIME (User specified size) ****
^Vy^-/,r7^^6. " £clp
Upstream pomtystation elevation = 3b . 12 (Ft. )
Downstream point/station elevation = 17.80(Ft.)
Pipe length = 241.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 48.531 (CFS)
Given pipe size = 36.00(In.)
Calculated individual pipe flow = 48.531(CFS)
Normal flow depth in pipe = 12.82(In.)
Flow top width inside pipe = 34.48(In.)
Critical Depth = 27.20(In.)
Pipe flow velocity = 21.52(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 15.92 min.
End of computations, total study area = 19.96 (Ac.)
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 24.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
* ( 12 38 in,
( 1.031 ft.
Circular Channel Section
Flowrate
Velocity
Pipe Diameter
Depth of Flow
Depth of Flow
44.990
27 . 538
24.000
12.378
1. 031
CFS
fps
inches
inches
feet
Critical Depth Greater than Pipe Diameter
Depth/Diameter (D/d) 0.516
Slope of Pipe 14.250 "
X-Sectional Area 1.634
Wetted Perimeter 3.205
AR"(2/3) 1.043
sq. ft,
feet
Mannings 'n'
Min. Fric. Slope, 24 inch
Pipe Flowing Full
0 .013
3 . 955
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
Water
( 4 32 in.)
( 0.360 ft.
Circular Channel Section
V
Flowrate
Velocity ,
Pipe Diameter ,
Depth of Flow ,
Depth of Flow ,
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
6 .760
20.762
18.000
4 .315
0. 360
1. 010
0 . 240
26.080
0.326
1.535
0 . 116
0 . 013
0 .414
CFS
fps
inches
inches
feet
feet
sq. ft
feet
^779 /<P^ 99 -fo 11+2
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
AAAAAAAAAAAAAAAAAAAA A-
*
*
Water *
*
68 in.)
0.557 ft. )
Circular Channel Section
Flowrate
Velocity
Pipe Diameter ,
Depth of Flow .
Depth of Flow ,
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
(D/d)
4.370
7.307
18 .000
6 . 685
0 . 557
0 .802
0 .371
2 . 000
0 . 597
1. 966
0 .270
0.013
0 .173
CFS
fps
inches
inches
feet
feet
sq. ft
feet
O'DAY CONSULTANTS
7220 Avenida Encinas, Suite 204
Carlsbad, California 92009
(619) 931-7700
(619) 931-8680
Inside Diameter
( 18.00 in.)
* *
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Water
( 89 in.)
( 0.408 ft.
Circular Channel Section
V
Flowrate
Velocity
Pipe Diameter .
Depth of Flow .
Depth of Flow .
Critical Depth
Depth/Diameter
Slope of Pipe
X-Sectional Area
Wetted Perimeter
AR"(2/3)
Mannings 'n'
Min. Fric. Slope, 18 inch
Pipe Flowing Full
2
6
(D/d)
,400
, 177
.8 . 000
4 .892
0 .408
0 .588
0.272
2 .000
0. 389
1. 645
0 .148
0 . 013
0 . 052
CFS
fps
inches
inches
feet
feet
sq. ft
feet
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