HomeMy WebLinkAbout; Palomar Airport Rd/El Camino Real/Faraday/Orion; Palomar Airport Rd/El Camino Real/Faraday/Orion; 1998-06-30HYDROLOGY AND HYDRAULICS STUDY
FOR
CITY OF CARLSBAD
PALOMAR AIR PORT ROAD, EL CAMINO REAL
FARADAY DRIVE, AND ORION STREET WIDENING
CARLSBAD, CALIFORNIA
June 30,1998
PREPARED FOR:
CITY OF CARLSBAD
2075 LAS PALMAS DRIVE
CARLSBAD, CA 92009
(619)438-1161
PREPARED BY:
P & D / CTE ENGINEERS
401 WEST "A" STREET, SUITE 2500
SAN DIEGO, CALIFORNIA 92101
(619)232-4466 •
(619) 234-3022 FAX
DANIEL A. LEE, P.E. R.C.E. 38396 Job #75104
Registration Expires
TABLE OF CONTENTS
Section
Introduction I
Methodology II
Recommendations III
Computer Analysis IV
Inlet Calculations V
Maps
Exhibit A - Vicinity Map
Exhibit B - Proposed Hydrology Map In Jacket in Back
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INTRODUCTION
P&D Consultants was retained by the City of Carlsbad to produce final design
improvements for the street widening of Palomar Airport Road, El Camino Real,
Faraday Drive and Orion Street in the City of Carlsbad. The widening on Palomar
Airport Road consists of an additional eastbound lane beginning at El Camino Real and
ending at Melrose Street as well as an additional left tum lane onto the westbound lanes
of El Fuerte Avenue. El Camino Real widening includes an additional lane between
Palomar Airport Road and Orion Street for deceleration purposes. The Orion Street (the
access road to the Carlsbad Water District and Coast Waste Management) widening
consists of an interim 48' Right of Way and a future Right of Way of 72'. Finally, the
widening of Faraday Drive will accommodate an additional left tum lane onto
southbound El Camino Real.
The purpose of this study is to address the impacts of the proposed widening of Palomar
Airport Road, El Camino Real, Orion Street and Faraday Drive on the existing drainage
flow. This analysis will incorporate the drainage report dated October 18, 1991.
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METHODOLOGY
The storm runoff has been determined using the equation Q=CIA, where "Q" is the peak
rate of flow in cubic feet/second.
The runoff coefficient "C" is a coefficient expressed as the percentage of rainfall which
will become surface runoff. Some of the rainfall will not become mnoff and will
infiltrate into the soil or evaporate. Different values for this coefficient are listed on page
II-2, Rational Method Runoff Coefficients, from the Master Drainage Study for the City
of Carlsbad.
Average rainfall intensity, "I", in inches/hour is determined based on a time of
concentration (Tc) of the contributing storm. The time of concentration is the time
required for storm runoff to flow from the most remote node of a drainage basin to the
outlet node (lowest node) under consideration. In natural and urban watersheds, the "Tc"
is determined from County of San Diego Appendices X-A, X-B, and X-C respectively.
The 6-hour and 24-hour precipitation needed for use with the above charts were
determined from the San Diego County 100-year isopiuvial charts as shown on pages II-3
and II-4.
"A" is the area of the drainage basin, and is determined based on the path the rainfall will
take when running downhill. The delineation between basins marks where the water will
flow in varying directions. All the rain falling within a basin will typically flow to the
lowest point in the basin. These drainage basins are shown on the hydrology maps.
Manning's equation has been used to calculate flow characteristics for certain
improvements. Manning's "n" of 0.013 was used for reinforced concrete pipe and 0.015
for improved channels.
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VICINITY MAP
CITY OF OCEANSIDE
HIGHWAY,-^
/ / NOT TO
./ ' SC SCALE
PROJECT
SITE
CITY OF
SAN MARCOS
OCEAN
CITY OF ENCINITAS
Rational Method Runoff Co efficients
Land Use General Plan Designation C oeffic jent C
Soil Group A B C D
Residential
Single Family Medium/Low-Medium density .40 .45 .50 .55
Multi Units High density .4-5 .50 .60 .70
Mobile Homes Medium-High density .45 .50 .55 .65
Rural Low density, Open Space .30 .35 .40 .45
Commercial
Commercial, Non-residential
Reserve, Schools, Professional .70 .75 .80 .85
Industrial Industrial, Governmental,
Public Utilities .80 .85 .90 .95
TABLE 3-2
Chapter 3
Page 14
Master Drainage and Storm Water Quality Manaoement Plan
Carisbad, California, March 1994
COUffTY OF SAN DIEGO
DEPARTMENT OF SANITATION &
FLOOD COfrrROL
33'
100-YEAR PRECIPITATIOfj
'"ZO.^ ISOPLUVIALS
PRECiFiTATiOn IN
OF 100-YEAR 6-HOUR
FENTilS CF AN liXii
{
U.S. DEPARTMEN f OF COMMERCE
KATtO.VAL OCEANIC AMD AT^ OSPIICKIC ADMINISTRATION
SPECIAL fTVOIES BRANCH, OFFICE OF II
30'.
118
COUNTY OF SAN OIEGO
DEPARTMENT OF SANITATION S-
FLOOD CONTROL
33"
30'
15'
^5^
PrtpBi r*d by
U.S. DEPARTMEN f OF COMMERCE
NATIONAL OCEANIC AND AT:
SPECIAL STUDIES BKANCll. OKKICE OF II
100-YEAR 24-llOljR PRECIPITATION
'-20^ISOPLUVIALS OF 100 -YEAR 24-liOUR
PnECiPlTATlON IM EfiTHS OF AN IHCH
OSniEKIC ADMINISTRATION
DKOLOCY, NATIONAL WEATHER SERVICE
30'
nil /i5« 30' 117* 30' 116"
INTENSITYrDtj^tiU : DtSIGN CHART
["IpTrlTllliillil I H iMnilimiiiiii.iiiiiiiipr; •; . Y i.'i.iii.t.uJ.-H i niihtii
j Equation: I = 7.44 D ''^'^^
I = Intensity (In./Hr.)
= 6 Hr, Precipitation (In,)
D e Duration (Min.)
cn
I n: o c
-i
n> n
O 3
3
n
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 Hydrolon
Manual (10, 50 and 100 yr. maps included in t
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (if necessary) so
that it is within the range of 45% to 65% of
the 24 hr. precipitation. (Not npplicable
to Desert)
3) Plot 6 hr. precipitation on the right side
of the chart.
4) Draw a line through the point parallel to the
plotted lines.
5) This line is the intensity-duration curve for
the location being analyzed.
Application Form:
0) Selected Frequency J'r.
1) Pr. = Z.'^ in.. Po^= 5.Z . =
2) Adjusted *Pg= 2-^
24
in.
3) t^ = 6g& c^, min.
4) I = in/hr.
*Not Applicable to Desert Region
..... 11-6
I I • \
COUffTY OF SAN DIEGO
DEPARTMENT OF SANITATION £.
FLOOD COf/TROL
33'
Prtpa
U.S. DEPARTMEN
> I
SPECIAL STUDIES DRAVCH, OFFICE OF II
30' _
118'
100-YEAR PRECIPITATIQfj
"20-/ ISOPLUVIALS
pnECiFiTATio;! m
OF 100-YEAR 6-HOUR
jTENTHS CF AH li^Cii
d by
r OF COMMERCE
NATIONAL OCEANIC AND AT.vJospilEHIC ADXUNISTRATION
DROLOGY. NATIONAL WEATHER SERVICE
COUNTY OF SAN DIEGO
DEPARTMENT OF SANITATION 5-
FLOOD CONTROL
i»5
33'
30'
15'
i)5
100-YEAR 24-1101 R PRECIPITATION
•2Q-^IS0PLUVIALS OF 100-YEAR 24-IlOUn
PRECIPITATION IM TEMTHS OF AN INCH
Plepa
U.S. DEPARTMEN
NATIONAL OCKANIC AND AT.'.
SPECIAL STUDIES BKANCII, OFI-ICE OF IT
30'
5" 111 30' 117* /(<;i 30' 16-
INTENSITY-DUMTION DESIGN CHART
n Tr'"irilllll!"'"'l• V I'l.iu.i nimnnliTu Directions for Application:
1) Fr6ni precipitation naps determine 6 hr. and
24 hr. amounts for the selected frequency.
These maps are printed In the County Hydroloo}
Manual (10, 50 and 100 yr. maps Included in tl
Design and Procedure Manual).
2) Adjust 6 hr. precipitation (If necessary) so
that It Is within the range of 45% to 65% of
the 24 hr. precipitation. (Not npplicable
to Desert)
3) Plot 6 hr. precipitation on the right side
of the chart.
4) Draw a line through the point parallel to the
plotted lines.
5) This line Is the Intensity-duration curve for
the location being analyzed.
Application Form:
0) Selected Frequency yr.
1) Pg - ^75ln.. dA.* X -S2JLX^
TT
2) Adjusted ^Pg" ^'7!5 24
In.
3)
4)
min. see. CAL.cuLAcridJNS'
In/hr.
*Not Applicable to Desert Region
APPENDIX XI
IV-A-14
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Z
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4-
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Z —
\
\
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-So
-40
— 30
O.S —
NOTE
pOR NATURAL WATERSHEDS]
ZD B ADD TEN MINUTES TO \
I COMPUTED TIME OF CON- \
• JO
CENTRATION-
3
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4 —
J-
"—4000
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- 2000 ,
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- 900
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H I Tr
.SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DESIGN ^MANIJ_A.L^
NOMOGRAPH FOR DETERMINATfON
OF TIME OF CONCENTRATION (Tc)
FOR NATURAL WATERSHEDS
DifS/'^n Pa/,-?/
SAN DIEGO COUNTY
j DEPARTME.MT OF SPECIAL DISTRICT SERVICES
I . DESIGN MANUAI
COMPUTATION OF EFFECTIVE SLOPE
FOR NATURAL WATERSHEDS
APPENDIX X-B
U^B/P/y ^/?S/?S OySy?L/7/VO r/M£ OF FLOW CU/?V£S
Ca^Mc/^/?/ o/ Funa^^. C - .SO
I
SAN DIEGO COUNTY
DEPA.f^TMENT OF SPECIAL DISTRICT SERVICES
DESIGN .MANUAL
-^i^
URBAN AREAS OVE.RLAND TIME
OF FLOW CURVES
APPROVED DATE
T APPENDIX X-C
I— nr.015
RESIDENTIAL STREET
ONE SIDE ONLY
2 3 4 5 6789 10
DISCHARGE (CFS.)
EXAMPLE:
Given: Q = 10 S= 2.5%
Chart gives; Depth = 0.4, Velocity = 4.4 f.p.s.
20 30 40 50
SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DESIGN MANUAL
APPROVED /i, V' //^^j^r^^r^yhr)
GUTTEf; AND ROADWAY
DISCHARGE-VELOCITY CHART
DATE APPENDIX X-D
P&D Consultants
401 West "A" Street
Suite 2500
San Diego, CA 92101
619*232'4466
By /[/^ DalesJ/y^g Client Sheet No. Of
Checked Date Job Job No. 75/d? /
I I : _i : : ; ' i I i • f i i ^ ^
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RECOMMENDATIONS
The following items are recommended based on the hydrology study:
1. A fmal drainage report should be completed in conjunction with fmal grading and
drainage plans. This report should perform a hydraulic grade line analysis for all
proposed storm drains, and a confirmation of adequacy for existing storm drain to
remain.
2. Improvements to existing storm drain as shown on Exhibit "B", proposed Hydrology,
or as recommended in this report, shall be done with the fmal grading plans or
improvement plans, whichever is applicable.
3. Any storm runoff during construction shall be in conformance with the NPDES
permit for the City of Carlsbad.
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COMPUTER ANALYSIS
P:\. .\75104\DOCS\HYDRO\104HYROl.DOC
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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: 3/25/98
PALOMAR AIRPORT ROAD (PAR) - EAST HYDROLOGY STUDY
JN#75104 BASIN - A
DS<3:PARBA.RSD[300,10]
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipi tation(inches) = 2.900
24 hour precipitation(inches) = 5.200
Adjusted 6 hour precipitation (inches) = 2.900
P6/P24 = 55.8%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.100
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)"3)/{elevation change)]".385 *60(min/hr) + 10 min.
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 388.50(Ft.)
Lowest elevation = 388.30(Ft.)
Elevation difference = 0.20(Ft.)
TC=[(11.9*0.0019"3)/( 0.20)]-.385= 0.21 + 10 min. = 10.21 min.
Rainfall intensity (I) = 4.822 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.434(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.200
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of. street segment elevation = 388.300(Ft.)
End of street segment elevation = 324.200(Ft.)
Length of street segment = 1490.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 44.000(Ft.)
Distance from crown to crossfall grade break = 42.50D(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 1D.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 0.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 4.123(CFS)
Depth of flow = 0.205(Ft.), Average velocity = 4.385(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.651(Ft.)
Flow velocity = 4.38(Ft/s)
Travel time = 5.66 min. TC = 15.87 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 3.627(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 5.550(CFS) for 1.700(Ac.)
Total runoff = 5.984(CFS) Total area = 1.80(Ac.)
Street flow at end of street = 5.984(CFS)
Half street flow at end of street = 5.984(CFS)
Depth of flow = 0,234(Ft.), Average velocity = 4.801(Ft/s)
Flow width (from curb towards crown)= 11.125(Ft.)
Process from Point/Station 1.200 to Point/Station 1.300
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 316.00(Ft.)
Downstream point/station elevation = 315.20(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.984(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.984(CFS)
Normal flow depth in pipe = 8.47(In.)
Flow top width inside pipe = 17.97(In.)
Critical Depth = 11.33(In.)
Pipe flow velocity = 7.32(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 15.98 min.
Process from Point/Station 1.200 to Point/Station 1.300
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.800(Ac.)
Runoff from this stream = 5.984(CFS)
Time of concentration = 15.98 min.
Rainfall intensity = 3.611(In/Hr)
Process from Point/Station 1.100 to Point/Station 1.100
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 388.50{Ft.)
Lowest elevation = 388.30(Ft.)
Elevation difference = . 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance'.5)/(°/. slope'(1/3)]
TC = [1.8*(1.1-0.9000)*( 10.00-.5)/( 2.00^(1/3)]= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (1) = 7.641 for a 100.0 year storm
Effective runoff coefficient used for area.(Q=KCIA) is C = 0.900
Subarea runoff = 0.069(CFS)
Total initial stream area = 0.010(Ac.)
+++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.300
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 388.30(Ft.)
Downstream point elevation = 325.80(Ft.)
Channel length thru subarea = 1490.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 2.500
Slope or 'Z' of right channel bank = 2.500
Estimated mean flow rate at midpoint of channel = 1.754(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.754(CFS)
Depth of flow = 0.343(Ft.), Average velocity = 5.961(Ft/s)
Channel flow top width = 1.715(Ft.)
Flow Velocity = 5.96(Ft/s)
Travel time = 4.17 min.
Time of concentration = 9.17 min.
Critical depth = 0.496(Ft.)
Adding area flow to channel
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 5.169(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 2.279(CFS) for 0.490(Ac.)
Total runoff = 2.348(CFS) Total area = 0.50(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.100 to Point/Station 1.300
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.500(Ac.)
Runoff from this stream = 2.348(CFS)
Time of concentration = .9.17 min.
RainfaU intensity = 5.169(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 5.984 15.98 . 3.611
2 2.348 9.17 5.169
Qmax(l) =
1.000 * 1.000 * 5.984) +
0.699 * 1.000 * 2.348) + = 7.624
Qmax(2) =
1.000 * 0.573 * 5.984) +
r.OOO * 1.000 * 2.348) + = 5.779
Total of 2 streams to confluence:
Flow rates before confluence point:
5.984 2.348
Maximum flow rates at confluence using above data:
7.624 - 5.779
Area of streams before confluence:
1.800 0.500
Results of confluence:
Total flow rate = 7.624(CFS)
Time of concentration = 15.985 min.
Effective stream area after confluence = 2.300(Ac.)
End of computations, total study area = 2.30 (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: 3/25/98
PALOMAR AIRPORT ROAD (PAR) - EAST HYDROLOGY STUDY
JN#75104 BASIN - B
DSK3:PARBB.RSD[300,10]
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
24 hour precipitation{inches) = 5.200
Adjusted 6 hour precipitation (inches) = 2.900
P6/P24 = 55.87o
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.100 to Point/Station 2.100
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 448.33(Ft.)
Lowest elevation = 448.13(Ft.)
Elevation difference = 0.20{Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance".5)/(7o slope"(1/3)]
TC = [1.8*(1.1-0.9000)*( 10.00".5)/( 2.00"(1/3)]= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.641 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.069(CFS)
Total initial stream area = 0.010(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.100 to Point/Station 2.200
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 448.13(Ft.)
Downstream point elevation = 388.00(Ft.)
Channel length thru subarea = 1750.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 2.500
Slope or 'Z' of right channel bank = 2.500
Estimated mean flow rate at midpoint of channel = 2.441(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 2.441(CFS)
Depth of flow = 0.403(Ft.), Average velocity = 6.008(Ft/s)
Channel flow top width = 2.016(Ft.)
Flow Velocity = 6.01(Ft/s)
Travel time = 4.85 min.
Time of concentration = 9.85 min.
Critical depth = 0.570(Ft.)
Adding area flow to channel
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 4.933(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 3.063(CFS) for 0.690(Ac.)
Total runoff = 3.132(CFS) Total area = 0.70(Ac.)
+++++++++++
Process from Point/Station 2.200 to Point/Station 2.300
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 383.80(Ft.)
Downstream point/station elevation = 379.80{Ft.)
Pipe length = 33.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.132(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.132(CFS)
Normal flow depth in pipe = 3.57(In.)
Flow top width inside pipe = 14.36(In.)
Critical Depth = 8.10(In.)
Pipe flow velocity = 12.58(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 9.90 min.
+++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.200 to Point/Station 2.300
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.700(Ac.)
Runoff from this stream = 3.132(CFS)
Time of concentration = 9.90 min.
Rainfall intensity = 4.918(In/Hr)
+++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.300 to Point/Station 2.300
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C value of 0.900 given for subarea
Rainfall intensity (I) = 4.886 for a 100.0 year storm
User specified values are as follows:
TC = 10.00 min. Rain intensity = 4.89(In/Hr)
Total area = 1.00(Ac.) Total runoff = 9.40(CFS)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++^
Process from Point/Station 2.300 to Point/Station 2.300
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.000(Ac.)
Runoff from this stream = 9.400(CFS)
Time of concentration = 10.00 min.
Rainfall intensity = 4.886(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmaxd)
Qmax(2)
3.132
9.400
1.000 *
1.000 *
0.993 *
1.000 *
9.90
10.00
1.000 *
0.990 *
1.000 *
1.000 *
4.918
4.886
3.132)
9.400)
3.132)
9.400)
12.437
12.511
Total of 2 streams to confluence:
Flow rates before confluence point:
3.132 9.400
Maximum flow rates at confluence using above data:
12.437 12.511
Area of streams before confluence:
0.700 1.000
Results of confluence:
Totalflow rate = 12.511(CFS)
Time of concentration = 10.000 min.
Effective stream area after confluence = 1.700(Ac.)
Process from Point/Station 2.300 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
2.400
Upstream point/station elevation = 379.80(Ft.)
Downstream point/station elevation = 378.60(Ft.)
Pipe length = 15.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.511(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 12.511(CFS)
Normal flow depth in pipe = 8.15(In.)
Flow top width inside pipe = 17.92(In.)
Critical Depth = 16.02(In.)
Pipe flow velocity = 16.09(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 10.02 min.
Process from Point/Station 2.300 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
2.400
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.700(Ac.)
Runoff from this stream = 12.511(CFS)
Time of concentration = 10.02 min.
RainfaU intensity = 4.881(In/Hr)
Process from Point/Station 2.100 to Point/Station
**** INITIAL AREA EVALUATION ****
2.100
User specified 'C value of 0.900 given for subarea
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)"3)/(elevation change)] ".385 *60(min/hr) + 10 min.
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 448.33(Ft.)
Lowest elevation = 448.13(Ft.)
Elevation difference = 0.20(Ft.)
TC=[(11.9*0.0019"3)/( 0.20)]".385= 0.21 + 10 min. = 10.21 min.
Rainfall intensity (I) = 4.822 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.434(CFS)
Total initial stream area = 0.100(Ac.)
Process from Point/Station 2.100 to Point/Station 2.400
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 448.130(Ft.)
End of street segment elevation = 396.500(Ft.)
Length of street segment = 1750.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
width of half street (curb to crown) = 44.000(Ft.)
Distance from crown to crossfall grade break = 42.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 0.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.208(CFS)
Depth of flow = 0.238(Ft.), Average velocity = 4.024(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.337(Ft.)
Flow velocity = 4.02(Ft/s)
Travel time = -7.25 min. TC = 17.46 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 3.411(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 6.755(CFS) for 2.200(Ac.)
Total runoff = 7.188(CFS) Total area = 2.30(Ac.)
Street flow at end of street = 7.188(CFS)
Half street flow at end of street = 7.188(CFS)
Depth of flow = 0.268(Ft.), Average velocity = 4.354(Ft/s)
Flow width (from curb towards crown)= 12.815(Ft.)
Process from Point/Station 2.100 to Point/Station 2.400
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 2.300(Ac.)
Runoff from this stream = 7.188(CFS)
Time of concentration = 17.46 min.
RainfaU intensity = 3.411(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2 7
Qmaxd) =
12.511
188
Qmax(2) =
10.02
17.46
1.000 *
1.000 *
0.699 *
1.000 *
1.000 *
0.574 *
1.000 *
1.000 *
4.881
3.411
12.511) +
7.188) +
12.511) +
7.188) +
16.636
15.932
Total of 2 streams to confluence:
Flow rates before confluence point:
12.511 7.188
Maximum flow rates at confluence using above data:
16.636 15.932
Area of streams before confluence:
1.700 , 2.300
Results of confluence:
Total flow rate = 16.636(CFS)
Time of concentration = 10.016 min.
Effective stream area after confluence = 4.000(Ac.)
Process from Point/Station 2.400 to Point/Station
**** pipEfLow TRAVEL TIME (User specified size) ****
2.500
Upstream point/station elevation = 378.60(Ft.)
Downstream point/station elevation = 376.70(Ft.)
Pipe length = 52.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.636(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 16.636(CFS)
Normal flow depth in pipe = 10.32{In.)
Flow top width inside pipe = 23.76(In.)
Critical Depth = 17.64(In.)
Pipe flow velocity = 12.86(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 10.08 min.
End of computations, total study area = 4.00 (Ac.)
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1993 Version 3.2
Rational method hydrology programbased on
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 3/25/98
PALOMAR AIRPORT ROAD (PAR) - EAST HYDROLOGY STUDY
JN#75104 BASIN - C
DSK3:PARBC.RSD[300,10]
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.900
24 hour precipitation(inches) = 5.200
Adjusted 6 hour precipitation (inches) = 2.900
P6/P24 = 55.8%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.100 to Point/Station 3.200
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type ]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)"3)/(elevation change)]".385 *60(min/hr) + 10 min.
Initial subarea flow distance = 460.00(Ft.)
Highest elevation = 459.10(Ft.)
Lowest elevation = 448.69{Ft.)
Elevation difference = 10.41(Ft.)
TC=[(11.9*0.087r3)/( 10.41)]-.385= 3.77 + 10 min. = 13.77 min.
Rainfall intensity (I) = 3.975 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 5.366(CFS)
Total initial stream area = 3.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.200 to Point/Station 3.300
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 448.690(Ft.)
End of street segment elevation = 437.600(Ft.)
Length of street segment = 575.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 44.000(Ft.)
Distance from crown to crossfall grade break = 42.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 0.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 6.350(CFS)
Depth of flow = 0.277(Ft.), Average velocity = 3.598(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.253(Ft.)
Flow velocity = 3.60(Ft/s)
Travel time = 2.66 min. TC = 16.43 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 3.547(In/Hr) for a lOO.O year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 3.511(CFS) for 1.100(Ac.)
Total runoff = 8.878(CFS) Total area = 4.10(Ac.)
Street.flow at end of street = 8.878(CFS)
Half street flow at end of street = 8.878(CFS)
Depth of flow = 0.313(Ft.), Average velocity = 3.906(Ft/s)
Flow width (from curb towards crown)= 15.046(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.200 to Point/Station 3.300
**** SUBAREA FLOW ADDITION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group 8 = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type 3
Time of concentration = 16.43 min.
Rainfall intensity = 3.547(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.450
Subarea runoff = 2.394(CFS) for 1.500(Ac.)
Total runoff = 11.272(CFS) Total area = 5.60(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.300 to Point/Station 3.400
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 433.50(Ft.)
Downstream point/station elevation = 433.10(Ft.)
Pipe length = 12.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.272(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 11.272(CFS)
Normal flow depth in pipe = 9.93(In.)
Flow top width inside pipe = 17.90(In.)
Critical Depth = 15.40(In.)
Pipe flow velocity = 11.29{Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 16.45 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.300 to Point/Station 3.400
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.600(Ac.)
Runoff from this stream = 11.272(CFS)
Time of concentration =• 16.45 min.
Rainfall intensity = 3.544(In/Hr)
+++*+++++++++++++++++++++++++++++++++++*++**++*++++*++++++++++++++++++
Process from Point/Station 3.510 to Point/Station 3.510
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 446.96(Ft.)
Lowest elevation = 446.76(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.9000)*( 10.00'.5)/( 2.00"(1/3)]= 0.90
Setting time of concentration to 5 minutes
RainfaU intensity (I) = 7.641 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.069(CFS)
Total initial stream area = 0.010(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.510 to Point/Station 3.500
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 446.76(Ft.)
Downstream point elevation = 439.64(Ft.)
Channel length thru subarea = 575.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 2.500
Slope or 'Z' of right channel bank = 2.500
Estimated mean flow rate at midpoint of channel = 1.066(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.066(CFS)
Depth of flow = 0.358(Ft.), Average velocity = 3.331(Ft/s)
Channel flow top width = 1.789(Ft.)
Flow Velocity = 3.33(Ft/s)
Travel time = 2.88 min. •
Time of concentration = 7.88 min.
Critical depth = 0.408(Ft.)
Adding area flow to channel
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 5.699(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 1.487(CFS) for 0.290(Ac.)
Total runoff = 1.556(CFS) Total area = 0.30(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.500 to Point/Station 3.400
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 435.10(Ft.)
Downstream point/station elevation = 433.10(Ft.)
Pipe length = 33.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.556(CFS)
Given pipe size = 18.00(ln.)
Calculated individual pipe flow = 1.556(CFS)
Normal flow depth in pipe = 3.01(In.)
Flow top width inside pipe = 13.43(In.)
Critical Depth = 5.61(In.)
Pipe flow velocity = 8.01(Ft/s)
Travel time through pipe = 0.07 min.
Time of concentration (TC) = 7.95 min.
+++++++++++++++++++++++++
Process from Point/Station 3.500 to Point/Station 3.400
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.300(Ac.)
Runoff from this stream = 1.556(CFS)
Time of concentration = 7.95 min.
Rainfall intensity = 5.667(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall'Intensity
No. (CFS) (min) (In/Hr)
1 11.272 16.45 3.544
2 1.556 7.95 5.667
Qmaxd) =
1.000 * 1.000 * 11.272) +
0.625 * 1.000 * 1.556) + = 12.245
Qmax(2) =
1.000 * 0.483 * 11.272) +
1.000 * 1.000 * 1.556) + = 7.001
Total of 2 streams to confluence:
Flow rates before confluence point:
11.272 1.556
Maximum flow rates at confluence using above data:
12.245 7.001
Area of streams before confluence:
5.600 0.300
Results of confluence:
Total flow rate = 12.245(CFS)
Time of concentration = 16.452 min.
Effective stream area after confluence = 5.900(Ac.)
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.400 to Point/Station 3.600
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 433.10(Ft.)
Downstream point/station elevation = 428.30(Ft.)
Pipe length = 299.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.245(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 12.245(CFS)
Normal flow depth in pipe = 13.62(In.)
Flow top width inside pipe = 15.45(In.)
Critical Depth = 15.88(In'.)
Pipe flow velocity = 8.54(Ft/s)
Travel time through pipe = 0.59 min.
Time of concentration (TC) = 17.04 min.
Process from Point/Station 3.600 to Point/Station 3.700
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 428.30(Ft.)
Downstream point/station elevation = 427.00(Ft.)
Pipe length = 193.10(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.245(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 12.245(CFS)
Normal flow depth in pipe = 14.23(In.)
Flow top width inside pipe = 23.58(In.)
Critical Depth = 15.09(In.)
Pipe flow velocity = 6.31(Ft/s)
Travel time through pipe = 0.51 min.
Time of concentration (TC) = 17.55 min.
Process from Point/Station 3.600 to Point/Station 3.700
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 5.900(Ac.)
Runoff from this stream = 12.245{CFS)
Time of concentration = 17.55 min.
Rainfall intensity = 3.400(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 3.500 to Point/Station 3.500
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 439.84(Ft.)
Lowest elevation = 439.64(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*d.1-C)*distance".5)/(% slope'(1/3)]
TC = [1.8*(1.1-0.9000)*( 10.00'.5)/( 2.00"(1/3)]= 0.90
Setting time of concentration to 5 minutes
RainfaU intensity (I) = 7.641 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.069(CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 3.500 to Point/Station 3.800
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 439.64(Ft.)
Downstream point elevation = 433.80(Ft.)
Channel length thru subarea = 495.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 2.500
Slope or 'Z' of right channel bank = 2.500
Estimated mean flow rate at midpoint of channel = 0.722(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 0.722(CFS)
Depth of flow = 0.312(Ft.), Average velocity = 2.968(Ft/s)
Channel flow top width = 1.560(Ft.)
Flow Velocity = 2.97(Ft/s)
Travel time = 2.78 min.
Time of concentration = 7.78 min.
Critical depth = 0.350(Ft.)
Adding area flow to channel
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 5.745(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 0.982(CFS) for 0.190(Ac.)
Total runoff = 1.051(CFS) Total area = 0.20(Ac.)
Process from Point/Station 3.500 to Point/Station 3.800
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.200(Ac.)
Runoff from this stream = 1.051(CFS)
Time of concentration = 7.78 min.
Rainfall intensity = 5.745(ln/Hr)
Process from Point/Station 3.810 to Point/Station 3.810
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 452.30(Ft.)
Lowest elevation = 452.10(Ft.)'
Elevation difference = 0.20{Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*d.1-C)*distance".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.9000)*( 10.00".5)/( 2.00^(1/3)]= 0.90
Setting time of concentration to 5 minutes
RainfaU intensity (I) = 7.641 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.069{CFS)
Total initial stream area = 0.010(Ac.)
Process from Point/Station 3.810 to Point/Station • 3.800
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 452.10(Ft.)
Downstream point elevation = 433.80(Ft.)
Channel length thru subarea = 1320.00(Ft.)
Channel base width = 0.000(Ft.)
Slope or 'Z' of left channel bank = 2.500
Slope or 'Z' of right channel bank = 2.500
Estimated mean flow rate at midpoint of channel = 1.754(CFS)
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.754(CFS)
Depth of flow = 0.422(Ft.), Average velocity = 3.936(Ft/s)
Channel flow top width = 2.111(Ft.)
Flow Velocity = 3.94(Ft/s)
Travel time = 5.59 min.
Time of concentration = 10.59 min.
Critical depth = 0.496(Ft.)
Adding area flow to channel
User specified 'C value of 0.900 given for subarea
RainfaU intensity = 4.709(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 2.077(CFS) for 0.490(Ac.)
Total runoff = 2.145(CFS) Total area = 0.50(Ac.)
Process from Point/Station 3.810 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
3.800
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.500(Ac.)
Runoff from this stream = 2.145(CFS)
Time of concentration = 10.59 min.
Rainfall intensity = 4.709(In/Hr)
Summary of stream data:
Stream
No.
Flow rate
(CFS)
TC
(min)
Rainfall Intensity
(In/Hr)
1
2
Qmaxd) =
1.051
2.145
Omax(2) =
7.78
10.59
1.000 *
1.000 *
0.820 *
1.000 *
1.000 *
0.735 *
1.000 *
1.000 *
5.745
4.709
1.051) +
2.145) +
1.051) +
2.145) +
2.627
3.007
Total of 2 streams to confluence:
Flow rates before confluence point:
1.051 2.145
Maximum flow rates at confluence using above data:
2.627 3.007
Area of streams before confluence:
0.200 0.500
Results of confluence:
Total flow rate = 3.007(CFS)
Time of concentration = 10.590 min.
Effective stream area after confluence = 0.700(Ac.).
Process from Point/Station. 3.800 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
3.700
Upstream point/station elevation = 428.10(Ft.)
Downstream point/station elevation = 427.30(Ft.)
Pipe length = 33.50(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.007(CFS)
Given pipe size =• 18.00(In.)
Calculated individual pipe flow = 3.007(CFS)
Normal flow depth in pipe = 5.25(In.)
Flow top width inside pipe = 16.36(In.)
Critical Depth = 7.92(In.)
Pipe flow velocity = 7.02(Ft/s)
Travel time through pipe = 0.08 min.
Time of concentration (TC) = 10.67 min.
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.800 to Point/Station 3.700
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.700(Ac.)
Runoff from this stream = 3.007(CFS)
Time of concentration = 10.67 min.
Rainfall intensity = 4.686(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.910 to Point/Station 3.900
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type ]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)'3)/(elevation change)]'.385 *60(min/hr) + 10 min.
Initial subarea flow distance = 440.00(Ft.)
Highest elevation = 448.00(Ft.)
Lowest elevation = 434.00(Ft.)
Elevation difference = 14.00(Ft.)
TC=[d1.9*0.0833"3)/( 14.00)]".385= 3.20 + 10 min. = 13.20 min.
Rainfall intensity (I) = 4.086 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 4.597(CFS)
Total initial stream area = 2.500(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.910 to Point/Station 3.900
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 1
Stream flow area = 2.500(Ac.)
Runoff from this stream = 4.597(CFS)
Time of concentration = 13.20 min.
Rainfall intensity = 4.086(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.300 to Point/Station 3.300
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 437.80(Ft.)
Lowest elevation = 437.60(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance'.5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.9000)*( 10.00".5)/( 2.00"(1/3)]= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.641 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.688(CFS)
Total initial stream area = 0.100(Ac.)
Process from Point/Station 3.300 to Point/Station 3.900
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 437.600(Ft.)
End of street segment elevation = 433.800(Ft.)
Length of street segment = 495.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 44.000(Ft.)
Distance from crown to crossfall grade break = 42.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 0.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.751(CFS)
Depth of flow = 0.241(Ft.), Average velocity = 2.070{Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 11.489(Ft.)
Flow velocity = 2.07(Ft/s)
Travel time = 3.98 min. TC = 8.98 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 5.235(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 2.827(CFS) for 0.600(Ac.)
Total runoff = 3.515(CFS) Total area = 0.70(Ac.)
Street flow at end of street = . 3.515(CFS)
Half street flow at end of street = 3.515(CFS)
Depth of flow = 0.264(Ft.), Average velocity = 2.198{Ft/s)
Flow width (from curb towards crown)= 12.610(Ft.)
Process from Point/Station 3.300 to Point/Station 3.900
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 3 in normal stream number 2
stream flow area = 0.700(Ac.)
Runoff from this stream = 3.515(CFS)
Time of concentration = 8.98 min.
Rainfall intensity = 5.235(In/Hr)
Process from Point/Station .3.920 to Point/Station 3.920
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 452.30(Ft.)
Lowest elevation = 452.10(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance'.5)/(% slope"d/3)]
TC = [1.8*(1.1-0.9000)*( 10.00".5)/( 2.00"(1/3)]= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.641 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.688(CFS)
Total initial stream area = 0.100(Ac.)
Process from Point/Station 3.920 to Point/Station 3.900
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 452.100(Ft.)
End of street segment elevation = 433.800(Ft.)
Length of street segment = 1320.000(Ft. )
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 44.000(Ft.)
Distance from crown to crossfall grade break = 42.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 0.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 5.845(CFS)
Depth of flow = 0.285(Ft.), Average velocity = 3.112(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.672(Ft.)
Flow velocity = 3.11(Ft/s)
Travel time = 7.07 min. TC = 12.07 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
RainfaU intensity = 4.328(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 5.843(CFS) for 1.500(Ac.)
Total runoff. = 6.531(CFS) Total area = 1.60(Ac.)
Street flow at end of street = 6.531(CFS)
Half street flow at end of street = 6.531(CFS)
Depth of flow = 0.297(Ft.), Average velocity = 3.198(Ft/s)
Flow width (from curb towards crown)= 14.259(Ft.)
Process from Point/Station 3.920 to Point/Station
**** CONFLUENCE OF MINOR STREAMS ****
3.900
Along Main Stream number: 3 in normal stream number 3
Stream flow area = 1.600(Ac.)
Runoff from this stream = 6.531(CFS)
Time of concentration = 12.07 min.
Rainfall intensity = 4.328(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 4 597 13 20 4 086
2 3 515 8 98 5 235
3 6 531 12 07 4 328
Qmaxd)
Qmax(2) =
Qmax{3) =
1.000 *
0.780 *
0.944 *
1.000 *
1.000 *
1.000 *
1.000 *
0.827 *
1.000 *
1.000 *
1.000 *
1.000 *
0.681 *
1.000 *
0.744 *
0.915 *
1.000 *
1.000 *
4.597) +
3.515) +
6.531) +
4.597) +
3.515) +
6.531) +
4.597) +
3.515) +
6.531) +
13.505
11.507
13.641
Total of 3 streams to confluence:
Flow rates before confluence point:
4.597 3.515 6.531
Maximum flow rates at confluence using above data:
13.505 11.507 13.641
Area of streams before confluence:
2.500 0.700 1.600
Results of confluence:
Total flow rate = 13.641(CFS)
Time of concentration = 12.068 min.
Effective stream area after confluence = 4.800(Ac.)
Process from Point/Station 3.900 to Point/Station
**** PIPEFLOW TRAVEL TIME (User specified size) ****
3.700
Upstream point/station elevation = 427.50(Ft.)
Downstream point/station elevation = 427.30(Ft.)
Pipe length = 12.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.641(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 13.641(CFS)
Normal flow depth in pipe = 11.53(In.)
Flow top width inside pipe = 23.98(In.)
Critical Depth = 15.96(In.)
Pipe flow velocity = 9.14(Ft/s) '
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 12.09 min.
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++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.900 to Point/Station 3.700
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 4.800(Ac.)
Runoff from this stream = 13.641(CFS)
Time of concentration = 12.09 min.
Rainfall intensity = 4.323(In/Hr)
Summary of stream data:
Stream Fl ow rate TC RainfalI Intensity
No. (CFS) (min) (In/Hr)
1 12. 245 17 55 3.400
2 3 007 10 67 4.686
3 13 641 12 09 4.323
Qmaxd) =
1.000 * 1.000 * 12 245) +
0.726 * 1.000 * 3 007) +
0.786 * 1.000 * 13 641) + = 25.154
Omax(2) =
1.000 * 0.608 * 12 245) +
1.000 * 1.000 * 3 007) +
1.000 * 0.882 * 13 641) + = 22.490
Qmax(3) =
1.000 * 0.689 * 12.245) +
0.923 * 1.000 * . 3.007) +
1.000 * 1.000 * 13.641) + = 24.852
Total of 3 main streams to confluence:
Flow rates before confluence point:
12.245 3.007 13.641
Maximum flow rates at confluence using above data:
25.154 22.490 24.852
Area of streams before confluence:
5.900 0.700 4.800
Results of confluence:
Total flow rate = 25.154(CFS)
Time of concentration = 17.547 min.
Effective stream area after confluence = 11.400(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.700 to Point/Station 3.100
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 427.30(Ft.)
Downstream point/station elevation = 425.85(Ft.)
Pipe length = 183.20(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 25.154(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 25.154(CFS)
Normal flow depth in pipe = 18.30(In.)
Flow top width inside pipe = 29.26(In.)
Critical Depth = 20.51(In.)
Pipe flow velocity = 8.02(Ft/s)
Travel time through pipe = 0.38 min.
Time of concentration (TC) = 17.93 min.
End of computations, total study area = 11.40 (Ac.)
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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: 3/31/98
ORION STREET (THE ACCESS ROAD) - HYDROLOGY STUDY
JN#75104 BASIN - D
DSK3:0SBD.RSD[300,103
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipitation(inches) = 2.750
24 hour precipi tation(inches) = 4.600
Adjusted 6 hour precipitation (inches) = 2.750
P6/P24 = 59.8%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.130 to Point/Station 4.100
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[RURAL (greater than 1/2 acre) area type ]
Time of concentration computed by the
natural watersheds nomograph (App X-A)
TC = [11.9*length(Mi)'3)/(elevation change)]'.385 *60(min/hr) + 10 min.
Initial subarea flow distance = 960.00(Ft.)
Highest elevation = 312.00(Ft.)
Lowest elevation = 282.00(Ft.)
Elevation difference = 30.00(Ft.)
TC=[dl .9*0.1818"3)/( 30.00)]'.385= 5.87 + 10 min. = 15.87 min.
Rainfall intensity (I) = 3.440 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.450
Subarea runoff = 7.740(CFS)
Total initial stream area = 5.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.130 to Point/Station 4.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 5.000(Ac.)
Runoff from this stream = 7.740{CFS)
Time of concentration = 15.87 min.
Rainfall intensity = 3.440(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.110 to Point/Station 4.110
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 333.08(Ft.)
Lowest elevation = 332.88(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.9000)*( 10.00".5)/( 2.00'(1/3)3= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.652(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++
Process from Point/Station 4.110 to Point/Station 4.100
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 332.880(Ft.)
End of street segment elevation = 282.000(Ft.)
Length of street segment = 1320.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 24.000(Ft.)
Distance from crown to crossfall grade break = 22.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.913(CFS)
Depth of flow = 0.280(Ft.), Average velocity = 4.213(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.260(Ft.)
Flow velocity = 4.21(Ft/s)
Travel time = 5.22 min. TC = 10.22 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
RainfaU intensity = 4.568{In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 4.112(CFS) for 1.000(Ac.)
Total runoff = 4.764(CFS) Total area = 1.10(Ac.)
Street flow at end of street = 4.764(CFS)
Half street flow at end of street = 4.764(CFS)
Depth of flow = 0.296(Ft.), Average velocity = 4.409(Ft/s)
Flow width (from curb towards crown)= 10.046(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.110 to Point/Station 4.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.100(Ac.)
Runoff from this stream = 4.764(CFS)
Time of concentration = 10.22 min.
Rainfall intensity = 4.568(In/Hr)
Process from Point/Station 4.120 to Point/Station 4.120
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 301.70(Ft.)
Lowest elevation = 301.50(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*d.1-C)*distance'.5)/(% slope"d/3)]
TC = [1.8*(1.1-0.9000)*C 10.00".5)/( 2.00'(1/3)3= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.652(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.120 to Point/Station 4.100
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 301.500(Ft.)
End of street segment elevation = 282.000(Ft.)
Length of street segment = 665.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 24.000(Ft.)
Distance from crown to crossfall grade break = 22.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = I.SOOdn.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.956(CFS)
Depth of flow = 0.241(Ft.), Average velocity = 3.244(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.292(Ft.)
Flow velocity = 3.24(Ft/s)
Travel time = 3.42 min. TC = 8.42 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 5.178(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area,' Rational method,Q=KCIA, C = 0.900
Subarea runoff = 1.864(CFS) for 0.400(Ac.)
Total runoff = 2.516(CFS) Total area = 0.50(Ac.)
Street flow at end of street = 2.516(CFS)
Half street flow at end of street = 2.516(CFS)
Depth of flow = 0.258(Ft.), Average velocity = 3.429(Ft/s)
Flow width (from curb towards crown)= 8.139(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.120 to Point/Station 4.100
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.500(Ac.)
Runoff from this stream = 2.516(CFS)
Time of concentration = 8.42 min.
Rainfall intensity = 5.178(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 7.740 15.87 3.440
2 4.764 10.22 4.568
3 2.516 8.42 5.178
Qmaxd) =
1.000 * 1.000 * 7.740) +
0.753 * 1.000 * 4.764) +
0.664 * 1.000 * 2.516) + = 12.999
Qmax(2)
Qmax(3)
1.000 * 0.644 * 7.740) +
1.000* 1.000 * 4.764) +
0.882 * 1.000 * 2.516) + = 11.970
1.000 * 0.530 * 7.740) +
1.000 * 0.823 * 4.764) +
1.000 * 1.000 * 2.516) + = 10.544
Total of 3 streams to confluence:
Flow rates before confluence point:
7.740 4.764 2.516
Maximum flow rates at confluence using above data:
12.999 11.970 10.544
Area of streams before confluence:
5.000 1.100 0.500
Results of confluence:
Total flow rate = 12.999(CFS)
Time of concentration = 15.867 min.
Effective stream area after confluence = 6.600(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.200
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 278.00(Ft.)
Downstream point/station elevation = 277.50(Ft.)
Pipe length = 65.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.999(CFS)
Given pipe size = 18.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
1.756(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 0.995(Ft.)
Minor friction loss = 1.260(Ft.) K-factor = 1.50
Pipe flow velocity = 7.36(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 16.01 min.
++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.100 to Point/Station 4.200
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 6.600(Ac.)
Runoff from this stream = 12.999(CFS)
Time of concentration = 16.01 min.
Rainfall intensity = 3.420(In/Hr)
f+++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.210 to Point/Station 4.210
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 333.08(Ft.)
Lowest elevation = 332.88(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8*d .1-0.9000)*( 10.00".5)/( 2.00"d/3)]= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.652(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.210 to Point/Station 4.200
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation =• 332.880(Ft.)
End of street segment elevation = 282.000(Ft.)
Length of street segment = 1320.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 24.000(Ft.)
Distance from crown to crossfall grade break = 22.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 3.913(CFS)
Depth of flow = 0.280(Ft.), Average velocity = 4.213(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 9.260(Ft.)
Flow velocity = 4.21(Ft/s)
Travel time = 5.22 min. TC = 10.22 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 4.568(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 4.112(CFS) for 1.000(Ac.)
Total runoff = 4.764(CFS) Total area = 1.10(Ac.)
Street flow at end of street = 4.764(CFS)
Half street flow at end of street = . 4.764(CFS)
Depth of flow = 0.296(Ft.), Average velocity = 4.409(Ft/s)
Flow width (from curb towards crown)= 10.046(Ft.)
+++++++++++++++++++++++++++++++++++
Process from Point/Station 4.210 to Point/Station 4.200
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.100(Ac.)
Runoff from this stream = 4.764(CFS)
Time of concentration = 10.22 min.
Rainfall intensity = 4.568(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.220 to Point/Station 4.220
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 303.70(Ft.)
Lowest elevation = 303.50(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope'(1/3)]
TC = [1.8*(1.1-0.9000)*( 10.00'.5)/( 2.00"d/3)]= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.652(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.220 to Point/Station 4.200
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 303.500(Ft.)
End of street segment elevation = 282.000(Ft.)
Length of street segment = 665.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 24.000(Ft.)
Distance from crown to crossfall grade break = 22.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
Slope from grade break to crown (v/hz) = 0.020
Street flow is on [1] side(s) of the street
Distance from curb to property line = 12.000(Ft.)
Slope from curb to property line (v/hz) = 0.020
Gutter width = 1.500(Ft.)
Gutter hike from flowline = 1.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.956(CFS)
Depth of flow = 0.238(Ft.), Average velocity = 3.370(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.136(Ft.)
Flow velocity = 3.37(Ft/s)
Travel time = 3.29 min. TC = 8.29 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 5.230(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 1.883(CFS) for 0.400(Ac.)
Total runoff = 2.535(CFS) Total area = 0.50(Ac.)
Street flow at end of street = 2.535(CFS)
Half street flow at end of street = .2.535(CFS)
Depth of flow = 0.255(Ft.), Average velocity = 3.568(Ft/s)
Flow width (from curb towards crown)= 7.995(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 4.220 to Point/Station 4.200
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.500(Ac.)
Runoff from this stream = 2.535(CFS)
Time of concentration = 8.29 min.
Rainfall intensity = 5.230(In/Hr)
Summary of stream data:
Stream Flow rate TC RainfalI Intensity
No. (CFS) (min) (In/Hr)
1 12 999 16 01 3.420
2 4 764 10 22 4.568
3 2 535 8 29 5.230
Qmaxd) =
1 000 * 1. 000 * 12 999) +
0 749 * 1. 000 * 4 764) +
0 654 * 1. 000 * 2 535) + = 18.223
Qmax(2) =
1 000 * 0. 638 * 12 999) +
1 000 * 1. 000 * 4 764) +
0 874 * 1. 000 * 2 535) + -15.275
Qmax(3) =
1 000 * 0. 518 * 12 999) +
1 000 * 0. 811 * 4 764) +
1 000 * 1. 000 * 2 535) + -13.125
Total of 3 streams to confluence:
Flow rates before confluence point:
12.999 4.764 2.535
Maximum flow rates at confluence using above data:
18.223 15.275 13.125
Area of streams before confluence:
6.600 1.100 0.500
Results of confluence:
Total flow rate = 18.223(CFS)
Time of concentration = 16.014 min.
Effective stream area after confluence = 8.200(Ac.)
End of computations, total study area = 8.20 (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: 3/31/98
EL CAMINO REAL - HYDROLOGY STUDY
JN#75104 BASIN - E
DSK3:ECRBE.RSD [300,10]
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipi tation(inches) = 2.750
24 hour precipitation(inches) = 4.600
Adjusted 6 hour precipitation (inches) = 2.750
P6/P24 = 59.8%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
+++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.100 to Point/Station 5.100
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 0.10(Ft.)
Highest elevation = 316.31(Ft.)
Lowest elevation = 316.11(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.02 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(l/3)]
TC = [1.8*(1.1-0.9000)*( 0.10".5)/(200.00"d/3)]= 0.02
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.652(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.100 to Point/Station 5.200
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 316.110(Ft.)
End of street segment elevation = 294.000(Ft.)
Length of street segment = 1120.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 54.000(Ft.)
Distance from crown to crossfall grade break = 52.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 0.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 6.195(CFS)
Depth of flow = 0.290(Ft.), Average velocity = 3.180(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 13.926(Ft.)
Flow velocity = 3.18(Ft/s)
Travel time = 5.87 min. TC = 10.87 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 4.391(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 6.718(CFS) for 1.700(Ac.)
Total runoff = 7.370(CFS) Total area = 1.80(Ac.)
Street flow at end of street = 7.370(CFS)
Half street flow at end of street = 7.370(CFS)
Depth of flow = 0.309(Ft.), Average velocity = 3.316(Ft/s)
Flow width (from curb towards crown)= 14.878(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.200 to Point/Station 5.300
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 290.87(Ft.)
Downstream point/station elevation = 287.20(Ft.)
Pipe length = 152.80(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.370(CFS)
Given pipe size = 18.00(ln.)
Calculated individual pipe flow = 7.370(CFS)
Normal flow depth in pipe = 8.50(In.)
Flow top width inside pipe = 17.97(In.)
Critical Depth = 12.61(In.)
Pipe flow velocity = 8.98(Ft/s)
Travel time through pipe = 0.28 min.
Time of concentration (TC) = 11.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.300 to Point/Station 5.400
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 286.87(Ft.)
Downstream point/station elevation = 279.06(Ft.)
Pipe length = 289.25(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.370(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 7.370{CFS)
Normal flow depth in pipe = 8.21(In.)
Flow top width inside pipe = 17.93(In.)
Critical Depth = 12.61(In.)
Pipe flow velocity = 9.38(Ft/s)
Travel time through pipe = 0.51 min.
Time of concentration (TC) = 11.67 min.
+++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.300 to Point/Station 5.400
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 1.800(Ac.)
Runoff from this stream = 7.370(CFS)
Time of concentration = 11.67 min.
Rainfall intensity = 4.195(In/Hr)
Program is now starting with Main Stream No. 2
Process from Point/Station 5.200 to Point/Station 5.200
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 294.20(Ft.)
Lowest elevation = 294.00(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"d/3)]
TC = [1.8*(1.1-0.9000)*( 10.00'.5)/( 2.00'(1/3)]= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff =• 0.652(CFS)
Total initial stream area = 0.100(Ac.)
+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.200 to Point/Station 5.500
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 294.000(Ft.)
End of street segment elevation = 286.000(Ft.)
Length of street segment = 393.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 54.000(Ft.)
Distance from crown to crossfall grade break = 52.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 0.500(In.)
Manning's N in gutter = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0180
Estimated mean flow rate at midpoint of street = 2.934(CFS)
Depth of flow = 0.220(Ft.), Average velocity = 2.689(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.404(Ft.)
Flow velocity = 2.69(Ft/s)
Travel time = 2.44 min. TC = 7.44 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 5.609(!n/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 3.534(CFS) for 0.700(Ac.)
Total runoff = 4.186(CFS) Total area = 0.80(Ac.)
Street flow at end of street = 4.186(CFS)
Half street flow at end of street = 4.186(CFS)
Depth of flow = 0.250(Ft.), Average velocity = 2.927(Ft/s)
Flow width (from curb towards crown)= 11.921(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.500 to Point/Station 5.400
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 281.41(Ft.)
Downstream point/station elevation = 279.06(Ft.)
Pipe length = 102.32(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.186(CFS)
Given pipe size = 18.00(ln.)
Calculated individual pipe flow = 4.186(CFS)
Normal flow depth in pipe = 6.30(In.)
Flow top width inside pipe = 17.17(In.)
Critical Depth = 9.41(In.)
Pipe flow velocity = 7.59(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 7.66 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.500 to Point/Station 5.400
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.800(Ac.)
Runoff from this stream = 4.186(CFS)
Time of concentration = 7.66 min.
Rainfall intensity = 5.503(In/Hr)
Program is now starting with Main Stream No. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.400 to Point/Station 5.400
**** USER DEFINED FLOW INFORMATION AT A POINT ****
User specified 'C value of 0.900 given for subarea
Rainfall intensity (I) = 3.218 for a 100.0 year storm
User specified values are as follows:
TC = 17.60 min. Rain intensity = 3.22(In/Hr)
Total area = 1.00(Ac.) Total runoff = 7.00(CFS)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 5.400 to Point/Station 5.400
**** CONFLUENCE OF MAIN STREAMS ****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area = 1.000(Ac.)
Runoff from this stream = 7.000(CFS)
Time of concentration = 17.60 min.
Rainfall intensity = 3.218(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 7 370 11.67 4 195
2 4 186 7.66 5 503
3 7 000 17.60 3 218
Qmaxd)
Qmax(2) =
Qmax(3)
1.000 * 1.000 * 7.370) +
0.762 * 1.000 * 4.186) +
1.000 * 0.663 * 7.000) + = 15.201
1.000 * 0.657 * 7.370) +
1.000 * 1.000 * 4.186) +
1.000 * 0.435 * 7.000) + = 12.071
0.767 * 1.000 * 7.370) +
0.585 * 1.000 * 4.186) +
1.000 * 1.000 * 7.000) + = 15.101
Total of 3 main streams to confluence:
Flow rates before confluence point:
7.370 4.186 7.000
Maximum flow rates at confluence using above data:
15.201 12.071 15.101
Area of streams before confluence:
1.800 0.800 1.000 •
Results of confluence:
Total flow rate = 15.201(CFS)
Time of concentration = 11.667 min.
Effective stream area after confluence = 3.600(Ac.)
End of computations, total study area = 3.60 (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: 3/31/98
FARADAY AVE. - HYDROLOGY STUDY
JN#75104 BASIN - F
DSIC3:FABF.RSD [300,10]
********* Hydrology Study Control Information **********
Rational hydrology study storm event year is 100.0
Map data precipitation entered:
6 hour, precipi tation(inches) = 2.750
24 hour precipi tation(inches) = 4.600
Adjusted 6 hour precipitation (inches) = 2.750
P6/P24 = 59.8%
San Diego hydrology manual 'C values used
Runoff coefficients by rational method
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.100 to Point/Station 6.200
**** INITIAL AREA EVALUATION ****
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 1.000
[COMMERCIAL area type 3
Initial subarea flow distance = 460.00(Ft.)
Highest elevation = 318.00(Ft.)
Lowest elevation = 315.60(Ft.)
Elevation difference = 2.40(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 11.99 min.
TC = [1.8*(l.l-C)*distance'.5)/(7. slope'(1/3)]
TC = [1.8*d.1-0.8500)*(460.00".5)/( 0.52'(1/3)3= 11.99
Rainfall intensity (I) = 4.122 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.850
Subarea runoff = 4.555(CFS)
Total initial stream area = 1.300(Ac.)
++++++++++++++++++
Process from Point/Station 6.100 to Point/Station 6.200
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.300(Ac.)
Runoff from this stream = 4.555(CFS)
Time of concentration = 11.99 min.
Rainfall intensity = 4.122(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.210 to Point/Station 6.210
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 324.80(Ft.)
Lowest elevation = 324.60(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance'.5)/(% slope"d/3)3
TC = [1.8*d.1-0.9000)*( 10.00".5)/( 2.00"(1/3)]= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.652(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.210 to Point/Station 6.200
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 324.600(Ft.)
End of street segment elevation = 315.600(Ft.)
Length of street segment = 800.000(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 = 30.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.608(CFS)
Depth of flow = 0.297(Ft.), Average velocity = 2.389(Ft/s)
Streetflow hydraulics at midpoint of streec travel:
Halfstreet flow width = lO.IOKFt.)
Flow velocity = 2.39(Ft/s)
Travel time = 5.58 min. TC = 10.58 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 4.468(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 2.413(CFS) for 0.600(Ac.)
Total runoff = 3.065(CFS) Total area = 0.70(Ac.)
Street flow at end of street = 3.065(CFS)
Half street flow at end of street = 3.065(CFS)
Depth of flow = 0.311(Ft.), Average velocity = 2.481(Ft/s)
Flow width (from curb towards crown)= 10.789(Ft.)
+++++++++++++++++++++++++++++++++
Process from Point/Station 6.210 to Point/Station 6.200
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.700(Ac.)
Runoff from this stream = 3.065(CFS)
Time of concentration = 10.58 min.
Rainfall intensity = 4.468(In/Hr)
Process from Point/Station 6.220 to Point/Station 6.220
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 318.20(Ft.)
Lowest elevation = 318.00(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(1/3)]
TC = tl.8*d.1-0.9000)*( 10.00'.5)/( 2.00"(1/3)]= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.652{CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.220 to Point/Station 6.200
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 318.000(Ft.)
End of street segment elevation = 315.600(Ft.)
Length of street segment = 250.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 30.000(Ft.)
Distance from crown to crossfall grade break = 28.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 5.000(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 = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 0.978(CFS)
Depth of flow = 0.232(Ft.), Average velocity = 1.803(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 6.865(Ft.)
Flow velocity = 1.80(Ft/s)
Travel time = 2.31 min. TC = 7.31 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 5.671(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area, Rational method,Q=KCIA, C = 0.900
Subarea runoff = 0.510(CFS) for 0.100(Ac.)
Total runoff = 1.162(CFS) Total area = 0.20(Ac.)
Street flow at end of street = 1.162(CFS)
Half street flow at end of street = 1.162(CFS)
Depth of flow = 0.243(Ft.), Average velocity = 1.872(Ft/s)
Flow width (from curb towards crown)= 7.415(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.220 to Point/Station 6.200
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.200(Ac.)
Runoff from this stream = 1.162(CFS)
Time of concentration = 7.31 min.
Rainfall intensity = 5.671(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 4.555 11.99 4.122
2 3.065 10.58 4.468
3 1.162 7.31 5.671
Qmaxd) =
1.000 * 1.000 * 4.555) +
0.923 * 1.000 * 3.065) +
0.727 * 1.000 * 1.162) + = 8.227
Qmax(2)
Qmax(3)
1.000 * 0.883 * 4.555) +
1.000 * 1.000 * 3.065) +
0.788 * 1.000 * 1.162) + = 8.000
1.000 * 0.610 * 4.555) +
1.000 * 0.691 * 3.065) +
1.000 * 1.000 * 1.162) + = 6.058
Total of 3 streams to confluence:
Flow rates before confluence point:
4.555 3.065 1.162
Maximum flow rates at confluence using above data:
8.227 8.000 6.058
Area of streams before confluence:
1.300 0.700 0.200
Results of confluence:
Total flow rate = 8.227(CFS)
Time of concentration = 11.989 min.
Effective stream area after confluence = 2.200(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.200 to Point/Station 6.300
**** PIPEFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation = 312.77(Ft.)
Downstream point/station elevation = 312.19(Ft.)
Pipe length = 70.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.227(CFS)
Given pipe size = 18.00{In.)
Calculated individual pipe flow = 8.227(CFS)
Normal flow depth in pipe = 12.87(In.)
Flow top width inside pipe = 16.25(In.)
Critical Depth = 13.33(In.)
Pipe flow velocity = 6.08(Ft/s)
Travel time through pipe = 0.19 min.
Time of concentration (TC) = 12.18 min.
+++++++++++++++++++++++++++
Process from Point/Station 6.200 to Point/Station 6.300
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 2.200(Ac.)
Runoff from this stream = 8.227(CFS)
Time of concentration = 12.18 min.
Rainfall intensity = 4.080(In/Hr)
f+++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.310 to Point/Station 6.310
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 324.80(Ft.)
Lowest elevation = 324.60(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance".5)/(% slope"(1/3)]
TC = [1.8*(1.1-0.9000)*( 10.00'.5)/( 2.00"(1/3)]= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.652(CFS)
Total initial stream area = 0.100(Ac.)
(•+++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.310 to Point/Station 6.300
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 324.600(Ft.)
End of street segment elevation = 315.600(Ft.)
Length of street segment = 800.000(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 = 30.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 2.934(CFS)
Depth of flow = 0.307(Ft.), Average velocity = 2.456(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 10.600(Ft.)
Flow velocity = 2.46(Ft/s)
Travel time = 5.43 min. TC = 10.43 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 4.510(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 2.841(CFS) for 0.700(Ac.)
Total runoff = 3.493(CFS) Total area = 0.80(Ac.)
Street flow at end of street = 3.493(CFS)
Half street flow at end of street = 3.493(CFS)
Depth of flow = 0.323(Ft.), Average velocity = 2.559(Ft/s)
Flow width (from curb towards crown)= 11.375(Ft.)
Process from Point/Station 6.310 to Point/Station 6.300
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.800(Ac.)
Runoff from this stream = 3.493(CFS)
Time of concentration = 10.43 min.
Rainfall intensity = 4.510(In/Hr)
+++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.320 to Point/Station 6.320
**** INITIAL AREA EVALUATION ****
User specified 'C value of 0.900 given for subarea
Initial subarea flow distance = 10.00(Ft.)
Highest elevation = 318.20(Ft.)
Lowest elevation = 318.00(Ft.)
Elevation difference = 0.20(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 0.90 min.
TC = [1.8*(1.1-C)*distance\5)/(% slope"d/3)]
TC = [1.8*(l.l-0.9000)*( 10.00\5)/( 2.00"(1/3)3= 0.90
Setting time of concentration to 5 minutes
Rainfall intensity (I) = 7.246 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is C = 0.900
Subarea runoff = 0.652(CFS)
Total initial stream area = 0.100(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.320 to Point/Station 6.300
**** STREET FLOW TRAVEL TIME + SUBAREA FLOW ADDITION ****
Top of street segment elevation = 318.000(Ft.)
End of street segment elevation = 315.600(Ft.)
Length of street segment = 250.000(Ft.)
Height of curb above gutter flowline = 6.0(In.)
Width of half street (curb to crown) = 44.000(Ft.)
Distance from crown to crossfall grade break = 42.500(Ft.)
Slope from gutter to grade break (v/hz) = 0.080
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 = 5.000(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 = 0.0130
Manning's N from gutter to grade break = 0.0130
Manning's N from grade break to crown = 0.0150
Estimated mean flow rate at midpoint of street = 1.304(CFS)
Depth of flow = 0.251(Ft.), Average velocity = 1.920(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width = 7.799(Ft.)
Flow velocity = 1.92(Ft/s)
Travel time = 2.17 min. TC = 7.17 min.
Adding area flow to street
User specified 'C value of 0.900 given for subarea
Rainfall intensity = 5.742(In/Hr) for a 100.0 year storm
Runoff coefficient used for sub-area. Rational method,Q=KCIA, C = 0.900
Subarea runoff = 1.034(CFS) for 0.200(Ac.)
Total runoff = 1.686(CFS) Total area = 0.30(Ac.)
Street flow at end of street = 1.686(CFS)
Half street flow at end of street = 1.686(CFS)
Depth of flow = 0.269(Ft.), Average velocity = 2.033(Ft/s)
Flow width (from curb towards crown)= 8.705(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.320 to Point/Station 6.300
**** CONFLUENCE OF MINOR STREAMS ****
Along Main Stream number: 1 in normal stream number 3
Stream flow area = 0.300(Ac.)
Runoff from this stream = 1.686(CFS)
Time of concentration = 7.17 min.
Rainfall intensity = 5.742(In/Hr)
Summary of stream data:
Stream Flow rate TC RainfalI Intensity
No. (CFS) (min) (In/Hr)
1 8 227 12 18 4.080
2 3 493 10 43 4.510
3 1 686 7 17 5.742
Qmaxd)
1.000 * 1.000 * 8.227) +
0.905 * 1.000 * 3.493) +
0.711 * 1.000 * 1.686) + = 12.585
Qmax(2)
1.000 * 0.856 * 8.227) +
1.000 * 1.000 * 3.493) +
0.785 * 1.000 * 1.686) + = 11.861
Qmax(3)
1.000 * 0.589 * 8.227) +
1.000 * 0.688 * 3.493) +
1.000 * 1.000 * 1.686) + = 8.931
Total of 3 streams to confluence:
Flow rates before confluence point:
8.227 3.493 1.686
Maximum flow rates at confluence using above data:
12.585 11.861 8.931
Area of streams before confluence:
2.200 0.800 0.300
Results of confluence:
Total flow rate = 12.585(CFS)
Time of concentration = 12.180 min.
Effective stream area after confluence = 3.300(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 6.300 to Point/Station 6.400
**** IMPROVED CHANNEL TRAVEL TIME ****
Upstream point elevation = 312.19(Ft.)
Downstream point elevation = 308.19(Ft.)
Channel length thru subarea = 400.00(Ft.)
Channel base width = 2.000(Ft.)
Slope or 'Z' of left channel bank = 4.000
Slope or 'Z' of right channel bank = 4.000
Manning's 'N' = 0.015
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 12.585(CFS)
Depth of flow = 0.576(Ft.), Average velocity = 5.080(Ft/s)
Channel flow top width = 6.606(Ft.)
Flow Velocity = 5.08(Ft/s)
Travel time = 1.31 min.
Time of concentration = 13.49 min.
Critical depth = 0.695(Ft.)
End of computations, total study area = 3.30 (Ac.)
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY
HEADING LINE NO 2 IS -
JN# 75104 Sta.108+11.go (Basin"A")
HEADING LINE NO 3 IS -
FILE:PAR-108 & PAR-108Q
DATE: 6/30/1998
TIME: 8:19
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 3 0 0.00 3.00 2.50 0. 00 0.00 0.00
CD 2 4 2.00
CO 3 3 0 0.00 4.00 10.00 0. 00 0.00 0.00
CD 4 2 0 0.00 0.50 5.00 0.00
CD 5 4 1.50
CD 6 1 0 0.00 4.00 30.00 5. 00 5.00 0.00
CD 7 1 0 0.00 4.00 10.00 1. ,00 1.00 0.00
CD 8 4 2.50
CD 9 1 0 0.00 1.50 10.00 1. 00 1.00 0.00
Yd) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 313.50 1
ELEMENT NO 2 IS A WALL EXIT *
U/S DATA STATION INVERT SECT
100.00 313.50 2
PAGE NO 2
W S ELEV
315.50
ELEMENT NO 3 IS A REACH * * *
U/S DATA STATION INVERT SECT
149.51 314.04 2
ELEMENT NO 4 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
150.51 314.09 3
N
0.013
N
0.014
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
5 IS A JUNCTION * * * *
U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
152.51 314.19 3
6 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
153.51 314.24 5
7 IS A REACH * * *
U/S DATA STATION INVERT SECT
219.51 315.10 5
8 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
220.51 315.14 3
0 0.014
N
0.013
N
0.013
N
0.014
Q3
5.0
Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
0.0 324.24 0.00 90.00 0.00
RADIUS ANGLE ANG PT MAN H
90.00 0.00 0.00 0
ELEMENT NO
ELEMENT NO
ELEMENT NO
9 IS A JUNCTION * * « *
U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
222.51 315.16 3
10 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
223.51 315.20 5
11 IS A REACH * * *
U/S DATA STATION INVERT SECT
261.51 316.00 5
0 0.014
N
0.013
N
0.013
Q3
1.6
Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
O.O 315.16 0.00 90.00 0.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 12 IS A SYSTEM HEADWORKS *
U/S DATA STATION INVERT SECT
261.52 316.00 5
W S ELEV
0.00
F 0 5 1 5 P PAGE NO
WATER SURFACE PROFILE - ELEMENT CARD LISTING
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
F0515P
PAGE 1
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY
JN# 75104 Sta.108+11.00 (Basin"A")
FILE:PAR-108 & PAR-108Q
STATION INVERT DEPTH W.S.
ELEV OF FLOW ELEV
VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
100.00 313.50 2.000 315.500
WALL EXIT
100.00 313.50 2.000 315.500
0.00 0.01091
100.00 313.50 2.000 315.500
19.92 0.01091
119.92 313.72 1.814 315.531
9.94 0.01091
129.86 313.83 1.706 315.532
7.34 0.01091
137.20 313.91 1.618 315.524
5.92 0.01091
143.12 313.97 1.540 315.510
4.65 0.01091
147.77 314.02 1.470 315.491
1.74 0.01091
149.51 314.04 1.440 315.480
12.6 2.52 0.099 315.599 0.00 0.924
12.6 4.01 0.250 315.750 0.00 1.277
.003073 0.00 1.040
12.6 4.01 0.250 315.750 0.00 1.277
.002878 0.06 1.040
12.6 4.21 0.275 315.806 0.00 1.277
.002808 0.03 1.040
12.6 4.41 0.302 315.834 0.00 1.277
.003040 0.02 1.040
12.6 4.63 0.332 315.856 0.00 1.277
.003345 0.02 1.040
12.6 4.85 0.366 315.876 0.00 1.277
.003712 0.02 1.040
12.6 5.09 0.402 315.893 0.00 1.277
.004013 0.01 1.040
12.6 5.20 0.420 315.900 0.00 1.277
3.00 2.50 0.00 0 0.00
0.00
2.00 0.00 0.00 0 0.00
0.00
2.00 0.00 0.00 0 0.00
0.00
2.00 0.00 0.00 0 0.00
0.00
2.00 0.00 0.00 0 0.00
0.00
2.00 0.00 0.00 0 0.00
0.00
2.00 0.00 0.00 0 0.00
0.00
2.00 0.00 0.00 0 0.00
0.00
2.00 0.00 0.00 0 0.00
TRANS STR 0.05000
150.51 314.09 1.848 315.938 12.6
JUNCT STR 0.05000
152.51 314.19 1.757 .315:..9'ti- 7.6
TRANS STR 0.05000
.002400 0.00
0.68 0.007 315.945 0.00 0.367
.000020 0.00
0.43 0.003 315.950 0.00 0.262
.002394 0.00
0.00
4.00 10.00 0.00 0 0.00
0.00
4.00 10.00 0.00 0 0.00
0.00
F0515P
PAGE
STATION
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY
JN# 75104 Sta.108+11.00 (Basin"A")
FILE:PAR-108 & PAR-108Q
INVERT DEPTH W.S.
ELEV OF FLOW ELEV
Q VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
153.51 314.24 1.481 315.721
11.51 0.01303
165.02 314.39 1.356 315.746
5.19 0.01303
170.21 314.46 1.276 315.734
HYDRAULIC JUMP
170.21 314.46 0.870 315.328
26.82 0.01303
197.03 314.81
13.16 0.01303
0.902 315.709
210.19 314.98 0.939 315.918
5.84 0.01303
216.03 315.06 0.979 316.034
2.80 0.01303
218.83 315.09 1.021 316.112
0.68 0.01303
219.51 315.10 1.068 316.168
7.6 4.31 0.289 316.010 0.00 1.068
.004684 0.05 0.870
7.6 4.52 0.317 316.063 0.00 1.068
.004757 0.02 0.870
7.6 4.74 0.349 316.083 0.00 1.068
7.6 7.15 0.794 316.122 0.00 1.068
.012181 0.33 0.870
7.6 6.84 0.727 316.436 0.00 1.068
.010824 0.14 0.870
7.6 6.52 0.661 316.579 0.00 1.068
.009598 0.06 0.870
7.6 6.22 0.601 316.635 0.00 1.068
.008529 0.02 0.870
7.6 5.93 0.546 316.658 0.00 1.068
.007588 0.01 0.870
7.6 5.65 0.495 316.663 0.00 1.068
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
TRANS STR 0.04000
220.51 315.14
JUNCT STR 0.01000
222.51 315.16
TRANS STR 0.04000
1.573 316.713
1.555 316.715
.004152 0.00
7.6 0.48 0.004 316.717 0.00 0.262
.000013 0.00
6.0 0.39 0.002 316.717 0.00 0.224
.001431 0.00
0.00
4.00 10.00 0.00 0 0.00
0.00
4.00 10.00 0.00 0 0.00
0.00
F0515P
PAGE
STATION
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY
JN# 75104 Sta.108+11:00 (Basin"A")
FILE:PAR-108 & PAR-108Q
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
Q VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
223.51 315.20 1.362 316.562
3.31 0.02105
226.82 315.27 1.281 316.551
HYDRAULIC JUMP
226.82 315.27 0.680 315.950
6.80 0.02105
233.62 315.41 0.694 316.107
10.24 0.02105
243.86 315.63 0.721 316.349
6.41 0.02105
250.27 315.76 0.748 316.511
4.20 0.02105
254.47 315.85 0.777 316.629
2.91 0.02105
257.38 315.91
2.01 0.02105
259.39 315.95
0.807 316.720
0.838 316.793
6.0 3.56 0.197 316.759 0.00 0.946
.002953 0.01 0.650
6.0 3.73 0.216 316.767 0.00 0.946
6.0 7.70 0.921 316.871 0.00 0.946
.017642 0.12 0.650
6.0 7.49 0.871 316.978 0.00 0.946
.015950 0.16 0.650
6.0 7.14 0.792 317.141 0.00 0.946
.014042 0.09 0.650
6.0 6.81 0.720 317.231 0.00 0.946
.012365 0.05 0.650
6.0 6.49 0.655 317.284 0.00 0.946
.010899 0.03 0.650
6.0 6.19 0.595 317.315 0.00 0.946
.009610 0.02 0.650
6.0 5.90 0.540 317.333 0.00 0.946
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
1.21 0.02105 .008485 0.01 0.650 0.00
260.60 315.98 0.872 316.853 6.0 5.63 0.492 317.345 0.00 0.946 1.50 0.00 0.00 0 0.00
0.72 0.02105 .007503 0.01 0.650 0.00
261.32 316.00 0.907 316.903 6.0 5.37 0.447 317.350 0.00 0.946 1.50 0.00 0.00 0 0.00
0.19 0.02105 .006634 0.00 0.650 0.00
F0515P
PAGE
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY
JN# 75104 Sta.108+11.00 (Basin"A")
FILE:PAR-108 & PAR-108Q
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
***********************************************************************************************************************************
261.51 316.00 0.946 316.946 6.0 5.11 0.406 317.352 0.00 0.946 1.50 0.00 0.00 0 0.00
261.52 316.00 0.946 316.946 6.0 5.11 0.406 317.352 0.00 0.946 1.50 0.00 0.00 0 0.00
PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY
JN# 75104 Sta.108+11.00 (Basin"A")
FILE:PAR-108 & PAR-108Q
100.00
102.34
104.68
107.02
109.36
111.70
114.05
116.39
118.73
121.07
123.41
125.75
128.09
130.43
132.77
135.11
137.45
139.79
142.14
144.48
146.82
149.16
151.50
153.84
156.18
158.52
160.86
163.20
165.54
167.89
170.23
172.57
174.91
177.25
179.59
181.93
184.27
186.61
188.95
191.29
lYYYYYYYYYYYYYYYCYYYYYYYYYYYYYYYYYYWYEYYYYYYYYYYYYYYYH
I C X E
I C X E
W HE
W EH
W EH
C W
C W
E H
E H
X
X
X E
W H E
C W HE
W C HE
WX
R
R
R
TX
JX
TX
R
193.63
195.98
198.32
200.66
203.00
205.34
207.68
210.02
212.36
214.70
217.04
219.38
221.73
224.07
226.41
228.75
231.09
233.43
235.77
238.11
240.45
242.79
245113
247.47
249.82
252.16
254.50
256.84
259.18
261.52
W C H E
W C H E
HE
HE
HE
X
X
HE
X
H
W C
HE
W C
W C
W C
W C
EH
E H
E H
E H
R
R
TX
JX
TX
R
R
R
R
313.50 314.07 314.63 315.20 315.76 316.33 316.90 317.46 318.03 318.59 319.16
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
HEADING LINE NO 2 IS -
# .751,04 _Sta. 123+00.00 { BRSIK? ^''fy' )
HEADING LINE NO 3 IS -
FILE: PAR-123 & PAR-123Q
DATE:
TIME:
6/25/1998
10:31
WATER SURFACE PROFILE
F0515P
- CHANNEL DEFINITION LISTING PAGE
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 2 0 0.00 2.50 3.00 0.00
CD 2 4 2.00
CD 3 3 0 0.00 10.00 4.00 0.00 0.00 0.00
CD 4 4 1.50
Yd) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 376.70 1
PAGE NO 2
W S ELEV
378.70
ELEMENT NO 2 IS A WALL EXIT *
U/S DATA STATION INVERT SECT
100.00 376.70 2
ELEMENT NO 3 IS A REACH * * *
U/S DATA STATION INVERT SECT
152.00 378.10 2
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 4 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
153.00 378.20 3
N
0.014
ELEMENT NO 5 IS A JUNCTION *
U/S DATA STATION
155.00
ELEMENT NO 6 IS A TRANSITION *
U/S DATA STATION
156.00
INVERT SECT LAT-1 LAT-2 N
378.50 3 4 0 0.014
INVERT SECT
378.60 4
N
0.013
Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
4.1 0.0 378.50 0.00 90.00 0.00
ELEMENT NO 7 IS A REACH * * *
U/S DATA STATION INVERT SECT
170.30 379.50 4
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 8 IS A TRANSITION * * •
U/S DATA STATION INVERT SECT
171.30 379.60 3
N
0.014
ELEMENT NO 9 IS A JUNCTION *
U/S DATA STATION
173.30
INVERT SECT LAT-1 LAT-2 N Q3
379.70 3 4 0 0.014 9.4
Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
0.0 379.60 0.00 90.00 0.00
ELEMENT NO 10 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
174.30 379.80 4
N
0.013
ELEMENT NO 11 IS A REACH- * * *
U/S DATA STATION INVERT SECT
207.80 383.80 4
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 12 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
207.80 383.80 4 0.00
F0515P
PAGE 1
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 123+00.00
FILE: PAR-123 & PAR-123Q
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
***********************************************************************************************************************************
100.00
HYDRAULIC
100.00
8.30
108.30
14.01
122.31
9.37
131.68
6.60
138.28
4.82
143.10
3.48
146.58
2.53
149.11
376.70
JUMP
376.70
0.02692
376.92
0.02692
377.30
0.02692
377.55
0.02692
377.73
0.02692
377.86
0.02692
377.95
0.02692
378.02
2.000 378.700 16.6 2.77 0.119 378.819 0.00 0.984
1.003 377.703
1.019 377.943
1.058 378.359
1.099 378.652
1.143 378.874
1.189 379.049
1.238 379.192
1.289 379.311
16.6 10.53 1.721
.020742
16.6 10.32 1.653
.018985
16.6 9.83 1.502
.016736
16.6 9.38 1.366
.014772
16.6 8.94 1.241
.013056
16.6 8.53 1.129
.011553
16.6 8.13 1.026
.010237
16.6 7.75 0.933
379.424 0.00
0.17
379.596 0.00
0.27
379.861 0.00
0.16
380.018 0.00
0.10
380.115 0.00
0.06
380.178 0.00
0.04
380.218 0.00
0.03
380.244 0.00
1.469
1.469
1.469
1.469
1.469
1.469
1.469
1.469
2.50 3.00 0.00 0 0.00
0.00
2.00 0.00 0.00 0 0.00
0.940 0.00
2.00 0.00 0.00 0 0.00
0.940 0.00
2.00 0.00 0.00 0 0.00
0.940 0.00
2.00 0.00 0.00 0 0.00
0.940 0.00
2.00 0.00 0.00 0 0.00
0.940 0.00
2.00 0.00 0.00 0 0.00
0.940 0.00
2.00 0.00 0.00 0 0.00
0.940 0.00
2.00 0.00 0.00 0 0.00
1.67 0.02692 .009085 0.02 0.940 0.00
150.78 378.07 1.344 379.411 16.6 7.39 0.847 380.258 0.00 1.469 2.00 0.00 0.00 0 0.00
0.91 0.02692 .008086 0.01 0.940 0.00
151.69 378.09 1.404 379.496 16.6 7.05 0.771 380.267 0.00 1.469 2.00 0.00 0.00 0 0.00
0.31 0.02692 .007213 0.00 0.940 0.00
F0515P
PAGE 2
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 123+00.00
FILE: PAR-123 & PAR-123Q
STATION INVERT DEPTH U.S.
ELEV OF FLOW ELEV
VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
***********************************************************************************************************************************
152.00
TRANS STR
153.00
JUNCT STR
155.00
TRANS STR
156.00
3.51
159.51
3.03
162.54
2.39
164.93
1.92
166.85
1.46
168.31
378.10
0.10000
378.20
0.15000
378.50
0.10000
378.60
0.06294
378.82
0.06294
379.01
0.06294
379.16
0.06294
379.28
0.06294
379.37
1.469 379.569
2.075 380.275
16.6 6.71 0.700 380.269 0.00 1.469
.004119 0.00
16.6 2.00 0.062 380.337 0.00 0.812
.000312 0.00
1.822 380.322 12.5 1.71 0.046 380.368 0.00 0.672
0,921 379.521 12.5 10.98 1.873 381.394 0.00 1.334
.027727 0.10
0.956 379.777 12.5 10.51 1.716 381.493 0.00 1.334
.024716 0.07
0.996 380.008 12.5 10.02 1.560 381.568 0.00 1.334
.021978 0.05
1.040 380.202 12.5 9.56 1.418 381.620 0.00 1.334
.019595 0.04
1.086 380.369 12.5 9.12 1.291 381.660 0.00 1.334
.017527 0.03
1.137 380.512 12.5 8.69 1.173 381.685 0.00 1.334
0.730
0.730
0.730
0.730
0.730
2.00 0.00 0.00 0 0.00
0.00
10.00 4.00 0.00 0 0.00
0.00
10.00 4.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
1.05 0.06294 .015766 0.02 0.730 0.00
169.36 379.44 1.194 380.635 12.5 8.28 1.066 381.701 0.00 1.334 1.50 0.00 0.00 0 0.00
0.70 0.06294 .014284 0.01 0.730 0.00
170.06 379.49 1.257 380.742 12.5 7.90 0.969 381.711 0.00 1.334 1.50 0.00 0.00 0 0.00
0.24 0.06294 .013105 0.00 0.730 0.00
F0515P
PAGE
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 123+00.00
FILE: PAR-123 & PAR-123Q
STATION INVERT DEPTH W.S.
ELEV OF FLOW ELEV
VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
170.30
TRANS STR
171.30
JUNCT STR
173.30
TRANS STR
174.30
4.21
178.51
1.13
179.64
0.48
180.12
HYDRAULIC
180.12
2.65
182.77
379.50
0.10000
379.60
0.05000
379.70
0.10000
379.80
0.11940
380.30
0.11940
380.44
0.11940
380.50
JUMP
380.50
0.11940
380.81
1.334 380.834
2.175 381.775
2.135 381.835
1.999 381.799
1.500 381.803
1.360 381.798
1.280 381.775
0.304 380.799
0.312 381.123
12.5 7.53 0.880 381.714 0.00 1.334
.007393 0.01
12.5 1.44 0.032 381.807 0.00 0.672
.000092 0.00
3.1 0.36 0.002 381.837 0.00 0.265
.000441 0.00
3.1 1.75 0.048 381.847 0.00 0.670
.000862 0.00 0.300
3.1 1.75 0.048 381.851 0.00 0.670
.000806 0.00 0.300
3.1 1.84 0.053 381.851 0.00 0.670
.000788 0.00 0.300
3.1 1.93 0.058 381.833 0.00 0.670
3.1 12.11 2.277 383.076 0.00 0.670
.101641 0.27 0.300
3.1 11.61 2.093 383.216 0.00 0.670
1.50 0.00 0.00 0 0.00
0.00
10.00 4.00 0.00 0 0.00
0.00
10.00 4.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 • 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
6.01 0.11940 .089652 0.54 0.300 0.00
188.78 381.53 0.323 381.853 3.1 11.07 1.903 383.756 0.00 0.670 1.50 0.00 0.00 0 0.00
3.95 0.11940 .078395 0.31 0.300 0.00
192.73 382.00 0.334 382.334 3.1 10.54 1.726 384.060 0.00 0.670 1.50 0.00 0.00 0 0.00
2.87 0.11940 .068501 0.20 0.300 0.00
F0515P
PAGE 4
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 123+00.00
FILE: PAR-123 & PAR-123Q
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
195.60 382.34 0.345 382.688 3.1 10.06 1.573 384.261 0.00 0.670 1.50 0.00 0.00 0 0.00
2.20 0.11940 .059872 0.13 0.300 0.00
197.80 382.61 0.357 382.962 3.1 9.60 1.430 384.392 0.00 0.670 1.50 0.00 0.00 0 0.00
1.74 0.11940 .052399 0.09 0.300 0.00
199.54 382.81 0.370 383.184 3.1 9.14 1.298 384.482 0.00 0.670 1.50 0.00 0.00 0 0.00
1.44 0.11940 .045830 0.07 0.300 0.00
200.98 382.99 0.382 383.368 3.1 8.71 1.177 384.545 0.00 0.670 1.50 0.00 0.00 0 0.00
1.19 0.11940 .040051 0.05 0.300 0.00
202.17 383.13 0.395 383.522 3.1 8.31 1.073 384.595 0.00 0.670 1.50 0.00 0.00 0 0.00
0.99 0.11940 .035041 0.03 0;300 0.00
203.16 383.25 0.409 383.655 3.1 7.93 0.976 384.631 0.00 0.670 1.50 0.00 0.00 0 0.00
0.84 0.11940 .030665 0.03 0.300 0.00
204.00 383.35 0.423 383.769 3.1 7.56 0.888 384.657 0.00 0.670 1.50 0.00 0.00 0 0.00
0.71 0.11940 .026838 0.02 0.300 0.00
204.71 383.43 0.438 383.869 3.1 7.21 0.807 384.676 0.00 0.670 1.50 0.00 0.00 0 0.00
0.60 0.11940 .023492 0.01 0.300 0.00
205.31 383.50 0.453 383.956 3.1 6.87 0.734 384.690 0.00 0.670 1.50 0.00 0.00 0 0.00
0.52 0.11940 .020564 0.01 0.300 0.00
205.83 383.56 0.469 384.033 3.1 6.55 0.667 384.700 0.00 0.670 1.50 0.00 0.00 0 0.00
0.43 0.11940 .018016 0.01 0.300 0.00
206.26 383.62 0.486 384.102 3.1 6.25 0.607 384.709 0.00 0.670 1.50 0.00 0.00 0 0.00
0.36 0.11940 .015786 0.01 0.300 0.00
F0515P
PAGE 5
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 123+00.00
FILE: PAR-123 & PAR-123Q
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
206.62 383.66 0.503 384.162 3.1 5.95 0.550 384.712 0.00 0.670 1.50 0.00 0.00 0 0.00
0.31 0.11940 .013831 0.00 0.300 0.00
206.93 383.70 0.521 384.217 3.1 5.68 0.501 384.718 0.00 0.670 1.50 0.00 0.00 0 0.00
0.25 0.11940 .012119 0.00 0.300 0.00
207.18 383.73 0.539 384.265 3.1 5.41 0.454 384.719 0.00 0.670 1.50 0.00 0.00 0 0.00
0.20 0.11940 .010625 0.00 0.300 0.00
207.38 383.75 0.559 384.309 3.1 5.16 0.413 384.722 0.00 0.670 1.50 0.00 0.00 0 0.00
0.16 0.11940 .009322 0.00 0.300 0.00
207.54 383.77 0.579 384.348 3.1 4.92 0.376 384.724 0.00 0.670 1.50 0.00 0.00 0 0.00
0.12 0.11940 .008178 0.00 0.300 0.00
207.66 383.78 0.600 384.383 3.1 4.69 0.342 384.725 0.00 0.670 1.50 0.00 0.00 0 0.00
0.08 0.11940 .007178 0.00 0.300 0.00
207.74 383.79 0.622 384.415 3.1 4.47 0.311 384.726 0.00 0.670 1.50 0.00 0.00 0 0.00
0.04 0.11940 .006304 0.00 0.300 0.00
207.78 383.80 0.645 384.443 3.1 4.26 0.282 384.725 0.00 0.670 1.50 0.00 0.00 0 0.00
0.02 0.11940 .005525 0.00 0.300 0.00
207.80 383.80 0.670 384.470 3.1 4.06 0.256 384.726 0.00 0.670 1.50 0.00 0.00 0 0.00
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 123+00.00
FILE: PAR-123 & PAR-123Q
100.00
101.03
102.05
103.08
104.11
105.13
106.16
107.19
108.21
109.24
110.27
111.29
112.32
113.35
114.37
115.40
116.43
117.45
118.48
119.51
120.53
121.56
122.59
123.61
124.64
125.67
126.69
127.72
128.75
129.77
130.80
131.83
132.85
133.88
134.91
135.93
136.96
137.99
139.01
140.04
lYYYYYYCYYYYYYYWEYYH
1 W C H E
WX
R
W C
W C H
W C HE
141.07
142.09
143.12
144.15
145.17
146.20
147.23
148.25
149.28
150.31
151.33
152.36
153.39
154.41
155.44
156.47
157.49
158.52
159.55
160.57
161.60
162.63
163.65
164.68
165.71
166.73
167.76
168.79
169.81
170.84
171.87
172.89
173.92
174.95
175.97
177.00
178.03
179.05
180.08
181.11
182.13
183.16
184.19
185.21
186.24
187.27
188.29
W C HE
WC H E
WC
WC
WC
X
H E
H E
HE
HE
X
WE
C H
W CH
W CH
W CH
W CH
WC H
WCH
X H
X H
I C
C
C
W C
X
XH
XH
H
R
R
TX
JX
TX
R
R
R
R
R
TX
JX
TX
R
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
HEADING LINE NO 2 IS -
JN # 75104 Sta. 149+25.00 156+07.20
HEADING LINE NO 3 IS -
FILE: PAR-156 & PAR-156Q
DATE: 6/30/1998
TIME: 8:34
WATER SURFACE PROFILE
F0515P
- CHANNEL DEFINITION LISTING PAGE
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 4 3.00
CD 2 3 0 0.00 12.00 4.00 0.00 0.00 0.00
CD 3 4 2.50
CD 4 4 2.00
CD 5 4 1.50
Yd) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) YdO)
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 425.05 1
ELEMENT NO 2 IS A WALL EXIT *
U/S DATA STATION INVERT SECT
100.00 425.05 1
PAGE NO 2
W S ELEV
427.55.
ELEMENT NO 3 IS A REACH * * *
U/S DATA STATION INVERT SECT
129.50 425.18 1
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 4 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
130.50 425.20 2
N
0.014
ELEMENT NO
ELEMENT NO
ELEMENT NO
ELEMENT NO
5 IS A JUNCTION *
U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
132.50 425.22 2
6 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
133.50 425.24 3
7 IS A REACH * * *
U/S DATA STATION INVERT SECT
252.40 425.81 3
8 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
253.40 425.83 2
0 0.014
N
0.013
N
0.013
N
0.014
Q3
4.8
04 INVERT-3 INVERT-4 PHI 3 PHI 4
0.0 425.22 0.00 90.00 0.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 9 IS A JUNCTION *
U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
255.40 425.85 0 0 0.014
Q3
0.0
Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
0.0 0.00 0.00 0.00 0.00
ELEMENT NO 10 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
256.40 425.87 3
ELEMENT NO 11 IS A REACH * * *
U/S DATA STATION INVERT SECT
439.60 426.80 3
N
0.013
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 12 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT N
440.60 427.00 2 0.014
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 13 IS A JUNCTION * *
U/S DATA STATION INVERT
442.60 427.20
ELEMENT NO 14 IS A TRANSITION * *
U/S DATA STATION INVERT
443.60 427.30
SECT LAT-1 LAT-2 N
2 4 5 0.014
SECT
4
N
0.013
PAGE NO 3
Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4
2.3 10.7 427.80 427.30 90.00 90.00
ELEMENT NO 15 IS A REACH * * *
U/S DATA STATION INVERT SECT
636.70 428.30 4
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO
ELEMENT NO
16 IS A TRANSITION * *
U/S DATA STATION INVERT
637.70 428.40
17 IS A JUNCTION * *
U/S DATA STATION INVERT
639.70 428.50
SECT
2
N
0.014
SECT LAT-1 LAT-2 N
2 0 0 0.014
03
0.0
04 INVERT-3 INVERT-4 PHI 3 PHI 4
0.0 0.00 0.00 0.00 0.00
ELEMENT NO 18 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
640.70 428.60 4
N
0.013
ELEMENT NO 19 IS A REACH * * *
U/S DATA STATION INVERT SECT
940.40 432.60 4
N
0.014
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 20 IS A TRANSITION * * *
U/S DATA STATION INVERT SECT
941.40 432.75 2
N
0.014
ELEMENT NO 21 IS A JUNCTION * "
U/S DATA STATION INVERT
943.40 432.95
SECT LAT-1 LAT-2 N
2 5 0 0.014
Q3
1.0
Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
0.0 433.10 0.00 90.00 0.00
ELEMENT NO 22 IS A TRANSITION * . * *
U/S DATA STATION INVERT SECT
944.40 433.10 5
N
0.013
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 23 IS A REACH * * *
U/S DATA STATION INVERT SECT
956.40 433.50 5
ELEMENT NO 24 IS A REACH * * *
U/S DATA STATION INVERT SECT
963.33 433.70 5
N
0.013
N
0.013
PAGE NO
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 25 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
963.33 433.70 5 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
F0515P
PAGE 1
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RO.- EAST HYDRULICS STUDY
JN # 75104 Sta. 149+25.00 156+07.20
FILE: PAR-156 & PAR-156Q
STATION INVERT DEPTH W.S.
ELEV OF FLOW ELEV
Q VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
***********************************************************************************************************************************
100.00 425.05
WALL EXIT
100.00 425.05
29.50 0.00441
129.50 425.18
TRANS STR 0.02000
130.50 425.20
JUNCT STR 0.01000
132.50 425.22
TRANS STR 0.02000
133.50 425.24
104.13 0.00479
237.63 425.74
14.77 0.00479
252.40 425.81
TRANS STR 0.02000
253.40 425.83
2.500 427.550 30.0 4.77 0.353 427.903 0.00 1.775
2.500 427.550 30.0 4.77
2.404 427.584 30.0 4.94
2.668 427.868 30.0 2.81
2.724 427.^9.4.4 25.2 2.31
2.441 427.681 25.2 5.16
2.248 427.987 25.2 5.42
2.217 428.027 25.2 5.47
2.613 428.443 25.2 2.41
0.353
.002038
0.379
.001517
0.123
.000490
0.083
.001848
0.414
.003340
0.456
.003345
0.465
.002172
0.090
427.903 0.00
0.06
427.963 0.00
0.00
427.991 0.00
0.00
428.027 0.00
0.00
428.095 0.00
0.35
428.443 0.00
0.05
428.492 0.00
0.00
428.533 0.00
1.775
1.775
1.205
1.072
1.711
1.711
1.711
1.072
3.00 0.00 0.00 0 0.00
0.00
3.00 0.00 0.00 0 0.00
1.810 0.00
3.00 0.00 0.00 0 0.00
0.00
12.00 4.00 0.00 0 0.00
0.00
12.00 4.00 0.00 0 0.00
0.00
2.50 0.00 0.00 0 0.00
1.831 0.00
2.50 0.00 0.00 0 0.00
1.831 0.00
2.50 0.00 0.00 0 0.00
0.00
12.00 4.00 0.00 0 0.00
JUNCT STR 0.01000 .000441 0.00 0.00
255.40 425.85 2.592 428.442 25.2 2.43 0.092 428.534 0.00 1.072 12.00 4.00 0.00 0 0.00
TRANS STR 0.02000 .001832 0.00 0.00
256.40 425.87 2.293 428.163 25.2 5.34 0.444 428.607 0.00 1.711 2.50 0.00 0.00 0 0.00
57.09 0.00508 .003385 0.19 1.790 0.00
F0515P
PAGE
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 149+25.00 156+07.20
FILE: PAR-156 & PAR-156Q
STATION INVERT DEPTH W.S.
ELEV OF FLOW ELEV
Q VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
313.49
45.65
359.14
42.35
401.49
38.11
439.60
TRANS STR
440.60
JUNCT STR
442.60
TRANS STR
443.60
52.11
495.71
31.24
526.95
426.16
0.00508
426.39
0.00508
426.61
0.00508
426.80
0.20000
427.00
0.10000
427.20
0.10000
427.30
0.00518
427.57
0.00518
427.73
2.152 428.312
2.038 428.430
1.939 428.545
1.865 428.665
2.236 429.236
1.962 429.262
1.803 429.373
1.698 429.430
25.2 5.60 0.488
.003648
25.2 5.88 0.537
.004006
25.2 6.17 0.590
.004400
25.2 6.42 0.639
.002993
25.2 2.82 0.123
.000405
1.37 0.029
.001372
12.2 3.90 0.236
.002583
12.2 4.09 0.260
.002650
12.2 4.29 0.286
428.800 0.00 1.711 2.50 0.00 0.00 0 0.00
0.17 1.790 0.00
428.967 0.00 1.711 2.50 0.00 0.00 0 0.00
0.17 1.790 0.00
429.135 0.00 1.711 2.50 0.00 0.00 0 0.00
0.17 1.790 0.00
429.304 0.00 1.711 2.50 0.00 0.00 0 0.00
0.00 0.00
429.359 0.00 1.072 12.00 4.00 0.00 0 0.00
0.00 0.00
429.455 0.00 0.661 12.00 4.00 0.00 0 0.00
0.00 0.00
429.498 0.00 1.255 2.00 0.00 0.00 0 0.00
0.13 1.290 0.00
429.633 0.00 1.255 2.00 0.00 0.00 0 0.00
0.08 1.290 0.00
429.716 0.00 1.255 2.00 0.00 0.00 0 0.00
25.78 0.00518 .002874 0.07 1.290 0.00
552.73 427.87 1.610 429.475 12.2 4.50 0.314 429.789 0.00 1.255 2.00 0.00 0.00 0 0.00
22.61 0.00518 .003165 0.07 1.290 0.00
575.34 427.98 1.533 429.515 12.2 4.72 0.346 429.861 0.00 1.255 2.00 0.00 0.00 0 0.00
20.68 0.00518 .003515 0.07 1.290 0.00
F0515P
PAGE
STATION
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 149+25.00 156+07.20
FILE: PAR-156 & PAR-156Q
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
VEL VEL
HEAD
ENERGY
GRD.EL.
SUPER CRITICAL
ELEV DEPTH
HGT/ BASE/
DIA ID NO.
ZL NO AVBPR
PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
596.02
20.68
616.70
20.00
636.70
TRANS STR
637.70
JUNCT STR
639.70
TRANS STR
640.70
218.27
858.97
48.07
907.04
33.36
940.40
428.09
0.00518
428.20
0.00518
428.30
0.10000
428.40
0.05000
428.50
0.10000
428.60
0.01335
431.51
0.01335
432.15
0.01335
432.60
1.464 429.553
1.400 429.596
1.346 429.646
1.697 430.097
1.591 430.091
1.001 429.601
1.001 432.514
0.983 433.138
0.948 433.548
12.2 4.95 0.380 429.933 0.00 1.255
.003925 0.08
12.2 5.19 0.419 430.015 0.00 1.255
.004379 0.09
12.2 5.43 0.457 430.103 0.00 1.255
.002836 0.00
12.2 1.80 0.050 430.147 0.00 0.661
.000352 0.00
12.2 1.92 0.057 430.148 0.00 0.661
12.2 7.76 0.934 430.535 0.00 1.255
.013446 2.93
12.2 7.76 0.934 433.448 0.00 1.255
.013847 0.67
12.2 7.93 0.976 434.114 0.00 1.255
.015225 0.51
12.2 8.32 1.074 434.622 0.00 1.255
2.00 0.00 0.00 0 0.00
1.290 0.00
2.00 0.00 0.00 0 0.00
1.290 0.00
2.00 0.00 0.00 0 0.00
0.00
12.00 4.00 0.00 0 0.00
0.00
12.00 4.00 0.00 0 0.00
0.00
2.00 0.00 0.00 0 0.00
1.001 0.00
2.00 0.00 0.00 0 0.00
1.001 0.00
2.00 0.00 0.00 0 0.00
1.001 0.00
2.00 0.00 0.00 0 0.00
TRANS STR 0.15000
941.40 432.75
JUNCT STR 0.10000
943.40 432.95
TRANS STR 0.15000
.040096 0.04
0.286 433.036 12.2 10.66 1.766 434.802 0.00 0.661
.078482 0.16
IIJ, 11.62 2.096 435.287 0.00 0.625
.050436 0.05
0.00
12.00 4.00 0.00 0 0.00
0.00
12.00 4.00 0.00 0 0.00
0.00
F0515P
PAGE 4
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 149+25.00 156+07.20
FILE: PAR-156 & PAR-156Q
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
944.40 433.10 0.961 434.061 11.2 9.36 1.362 435.423 0.00 1.280 1.50 0.00 0.00 0 0.00
3.27 0.03333 .020109 0.07 0.820 0.00
947.67 433.21 0.981 434.190 11.2 9.14 1.298 435.488 0.00 1.280 1.50 0.00 0.00 0 0.00
5.10 0.03333 .018432 0.09 0.820 0.00
952.77 433.38 1.023 434.402 11.2 8.72 1.180 435.582 0.00 1.280 1.50 0.00 0.00 0 0.00
3.63 0.03333 .016417 0.06 0.820 0.00
956.40 433.50 1.069 434.569 11.2 8.31 1.074 435.643 0.00 1.280 1.50 0.00 0.00 0 0.00
2.40 0.02886 .014916 0.04 0.860 0.00
958.80 433.57 1.101 434.670 11.2 8.05 1.007 435.677 0.00 1.280 1.50 0.00 0.00 0 0.00
2.52 0.02886 .013623 0.03 0.860 0.00
961.32 433.64 1.154 434.796 11.2 7.68 0.915 435.711 0.00 1.280 1.50 0.00 0.00 0 0.00
1.52 0.02886 .012276 0.02 0.860 0.00
962.84 433.69 1.212 434.898 11.2 7.32 0.832 435.730 0.00 1.280 1.50 0.00 0.00 0 0.00
0.49 0.02886 .011151 0.01 0.860 0.00
963.33 433.70 1.280 434.980 11.2 6.97 0.755 435.735 0.00 1.280 1.50 0.00 0.00 0 0.00
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 149+25.00 156+07.20
FILE: PAR-156 & PAR-156Q
100.00
110.66
121.32
131.98
142.63
153.29
163.95
174.61
185.27
195.93
206.58
217.24
227.90
238.56
249.22
259.88
270.53
281.19
291.85
302.51
313.17
323.83
334.48
345.14
355.80
366.46
377.12
387.78
398.44
409.09
419.75
430.41
441.07
451.73
462.39
473.04
483.70
494.36
505.02
515.68
lYYYYYYYCYYYWYEH
I C W EH
W EH
X
X
X E
C W HE
C W HE
X
X
C WHE
C W X
CW X
CW X
CW X
C X
I C WE
I C XE
C WHE
WX
R
TX
JX.
TX
R
TX
JX
TX
R
TX
JX
TX
R
526.34
536.99
547.65
558.31
568.97
579.63
590.29
600.94
611.60
622.26
632.92
643.58
654.24
664.89
675.55
686.21
696.87
707.53
718.19
728.85
739.50
750.16
760.82
771.48
782.14
792.80
803.45
814.11
824.77
835.43
846.09
856.75
867.40
878.06
888.72
899.38
910.04
920.70
931.35
942.01
952.67
963.33
C WX
C WEH
CW X
CW EH
X EH
CW EH
C X
C X
W C X
I WC X
I W C X
I U C HE
I W C E
IW C E
R
R
R
R
R
TX
JX
TX
R
TX
JX
TX
425.05 427.04 429.03 431.02 433.01 435.00 436.99 438.98 440.97 442.96 444.95
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY
HEADING LINE NO 2 IS -
JN# 75104 . Sta.249^25^0^0_(j5j|^E8ft!l)
HEADING LINE NO 3 IS -
FILE:PAR-149 & PAR-149Q
DATE:
TIME:
6/25/1998
15:56
WATER SURFACE PROFILE
F0515P
- CHANNEL DEFINITION LISTING PAGE
CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 3 0 0.00 4.50 4.00 0.00 0. 00 0.00
CD 2 4 1.50
CD 3 3 0 0.00 4.00 10.00 0.00 0. 00 0.00
CD 4 2 0 0.00 0.50 5.00 0.00
CD 5 4 1.50
CO 6 1 0 0.00 4.00 30.00 5.00 5. 00 0.00
CD 7 1 0 0.00 4.00 10.00 1.00 1. 00 0.00
CD 8 4 2.50
CD 9 1 0 0.00 1.50 10.00 1.00 1. 00 0.00
Yd) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10)
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 433.10 1
ELEMENT NO 2 IS A WALL EXIT *
U/S DATA STATION INVERT SECT
100.00 433.10 2
PAGE NO
W S ELEV
433.20
ELEMENT NO 3 IS A REACH
U/S DATA STATION INVERT SECT
133.50 435.10 2
N
0.013
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 4 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
133.50 435.10 2 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV INV + DC
F0515P
PAGE 1
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY
JN# 75104 Sta.149.25.00 (Basin"A")
FILE:PAR-149 & PAR-149Q
STATION INVERT DEPTH W.S.
ELEV OF FLOW ELEV
VEL VEL ENERGY SUPER CRITICAL
HEAD GRD.EL. ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
100.00 433.10 0.034 433.134 1.0 7.30 0.827 433.961 0.00 0.125
WALL EXIT
100.00 433.10 0.203 433.303 1.0 6.99 0.759 434.062 0.00 0.373
9.99 0.05970 .057763 0.58
109.99 433.70 0.204 433.900 1.0 6.90 0.739 434.639 0.00 0.373
9.07 0.05970 .053059 0.48
119.06 434.24 0.211 434.449 1.0 6.58 0.672 435.121 0.00 0.373
4.05 0.05970 .046333 0.19
123.11 434.48 0.218 434.698 1.0 6.29 0.614 435.312 0.00 0.373
2.53 0.05970 .040431 0.10
125.64 434.63 0.225 434.855 1.0 5.99 0.557 435.412 0.00 0.373
1.74 0.05970 .035307 0.06
127.38 434.74 0.233 434.968 1.0 5.71 0.507 435.475 0.00 0.373
1.31 0.05970 .030861 0.04
128.69 434.81 0.241 435.054 1.0 5.43 0.459 435.513 0.00 0.373
1.04 0.05970 .026954 0.03
0.200
0.200
0.200
0.200
0.200
0.200
0.200
4.50 4.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 0.00
0.00
1.50 0.00 0.00 0 O.OO
0.00
129.73 434.87 0.249 435.124 1.0 5.18 0.417 435.541 0.00 0.373 1.50 0.00 0.00 0 0.00
0.82 0.05970 .023526 0.02 0.200 0.00
130.55 434.92 0.257 435.181 1.0 4.95 0.381 435.562 0.00 0.373 1.50 0.00 0.00 0 0.00
0.66 0.05970 .020545 0.01 0.200 0.00
131.21 434.96 0.266 435.229 1.0 4.72 0.345 435.574 0.00 0.373 1.50 0.00 0.00 0 0.00
0.53 0.05970 .017955 0.01 0.200 0.00
F0515P
PAGE
STATION
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY
JN# 75104 Sta.149.25.00 (Basin"A")
FILE:PAR-149 & PAR-149Q
INVERT DEPTH
ELEV OF FLOW
W.S.
ELEV
VEL VEL
HEAD
ENERGY
GRD.EL.
SUPER CRITICAL
ELEV DEPTH
HGT/ BASE/ ZL NO AVBPR
DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
131.74
0.45
132.19
0.34
132.53
0.29
132.82
0.23
133.05
0.17
133.22
0.13
133.35
0.09
133.44
0.05
133.49
435.00
0.05970
435.02
0.05970
435.04
0.059.70
435.06
0.05970
435.07
0.05970
435.08
0.05970
435.09
0.05970
435.10
0.05970
435.10
0.275 435.270
0.284 435.306
0.294 435.336
0.304 435.363
0.314 435.387
0.325 435.408
0.336 435.427
0.347 435.444
0.359 435.459
1.0 4.50 0.315 435.585 0.00 0.373 1.50 0.00 0.00 0 0.00
.015680 0.01 0.200 0.00
1.0 4.29 0.286 435.592 0.00 0.373 1.50 0.00 0.00 0 0.00
.013700 0.00 0.200 0.00
1.0 4.08 0.259 435.595 0.00 0.373 1.50 0.00 0.00 0 0.00
.011977 0.00 0.200 0.00
1.0 3.89 0.235 435.598 0.00 0.373 1.50 0.00 0.00 0 0.00
.010463 0.00 0.200 0.00
1.0 3.72 0.215 435.602 0.00 0.373 1.50 0.00 0.00 0 0.00
.009143 0.00 0.200 0.00
1.0 3.55 0.195 435.603 0.00 0.373 1.50 0.00 0.00 0 0.00
.007994 0.00 0.200 0.00
1.0 3.38 0.177 435.604 0.00 0.373 1.50 0.00 0.00 0 0.00
.006985 0.00 0.200 0.00
1.0 3.22 0.161 435.605 0.00 0.373 1.50 0.00 0.00 0 0.00
.006104 0.00 0.200 0.00
1.0 3.07 0.146 435.605 0.00 0.373 1.50 0.00 0.00 0 0.00
0.01 0.05970 .005314 0.00 0.200 0.00
133.50 435.10 0.373 435.473 1.0 2.92 0.132 435.605 0.00 0.373 1.50 0.00 0.00 0 0.00
PALOMAR AIRPORT RD. (EAST) HYDRULICS STUDY
JN# 75104 Sta.149.25.00 (Basin"A")
FILE:PAR-149 & PAR-149Q
100.00
100.68
101.37
102.05
102.73
103.42
104.10
104.79
105.47
106.15
106.84
107.52
108.20
108.89
109.57
110.26
110.94
111.62
112.31
112.99
113.67
114.36
115.04
115.72
116.41
117.09
117.78
118.46
119.14
119.83
120.51
121.19
121.88
122.56
123.24
123.93
124.61
125.30
125.98
126.66
XYCYYYYYYYYYYYYYYYYEYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYH
I W C E H
I U C
I W C
I W C
I W C
WX
R
127.35
128.03
128.71
129.40
130.08
130.77
131.45
132.13
132.82
133.50
W C
w c
w c w c w c w c wc
w c
433.10 433.55 434.00 434.45 434.90 435.35 435.80 436.25 436.70 437.15 437.60
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
F 0 5 1 5 P PAGE NO 3
WATER SURFACE PROFILE - TITLE CARD LISTING
HEADING LINE NO 1 IS -
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
HEADING LINE NO 2 IS -
JN #75104 Sta. 154+2Q.00 f55.0'---RT^
HEADING LINE NO 3 IS -
FILE: PAR-154 & PAR-154Q
DATE: 6/25/1998
TIME: 16:28
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
Yd) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) YdO) CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 3 0 0.00 4.00 4.00 0.00 0.00 0.00
CD 2 4 2.00
CD 3 3 0 0.00 10.00 4.00 0.00 0.00 0.00
CD 4 4 1.50
F 0 5 1 5 P PAGE NO 2
WATER SURFACE PROFILE - ELEMENT CARD LISTING
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT W S ELEV
100.00 427.30 1 429.43
ELEMENT NO 2 IS A WALL EXIT *
U/S DATA STATION INVERT SECT
100.00 427.30 2
ELEMENT NO 3 IS A REACH * * *
U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H
112.00 427.50 2 0.013 0.00 0.00 0.00 0
ELEMENT NO 4 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
112.00 427.50 2 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
F0515P
PAGE 1
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 154+20.00 (55.0'---RT)
FILE: PAR-154 & PAR-154Q
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR ***********************************************************************************************************************************
100.00 427.30 2.130 429.430 13.6 1.60 0.040 429.470 0.00 0.711 4.00 4.00 0.00 0 0.00
WALL EXIT 0.00
100.00 427.30 2.130 429.430 13.6 4.33 0.291 429.721 0.00 1.328 2.00 0.00 0.00 0 0.00
9.96 0.01667 .003580 0.04 0.960 0.00
109.96 427.47 2.000 429.466 13.6 4.33 0.291 429.757 0.00 1.328 2.00 0.00 0.00 0 0.00
2.04 0.01667 .003413 0.01 0.960 0.00
112.00 427.50 1.971 429.471 13.6 4.34 0.293 429.764 0.00 1.328 2.00 0.00 0.00 0 0.00
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 154+20.00 (55.0'---RT)
FILE: PAR-154 & PAR-154Q
100 00
100 24
100 49
100 73
100 98
101 22
101 47
101 71
101 96
102 20
102 45
102 69
102 94
103 18
103 43
103 67
103 92
104 16
104 41
104 65
104 90
105 14
105 39
105 63
105 88
106 12
106 37
106 61
106 86
107 10
107 35
107 59
107 84
108 08
108 33
108 57
108 82
109 06
109 31
109 55
lYYYYYYYYYYYYYYYYCYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYWEYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYH . WX
I C H W E . R
109.80
110.04
110.29
110.53
110.78
111.
111.
111.
111.
.02
.27
.51
.76
112.00
427.30 427.70 428.10 428.50 428.90 429.30 429.70 430.10 430.50 430.90 431.30
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
HEADING LINE NO 1 IS -
HEADING LINE NO 2 IS
F 0 5 1 5 P
WATER SURFACE PROFILE - TITLE CARD LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
PAGE NO 3
HEADING LINE NO 3 IS
FILE: PAR-155 & PAR-155Q
DATE: 6/25/1998
TIME: 16:35
F0515P
WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1
Yd) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP
CD 1 3 0 0.00 4.00 4.00 0.00 0.00 0.00
CD 2 4 1.50
CD 3 3 0 0.00 10.00 4.00 0.00 0.00 0.00
CD 4 4 1.50
F 0 5 1 5 P
WATER SURFACE PROFILE - ELEMENT CARD LISTING
PAGE NO 2
ELEMENT NO 1 IS A SYSTEM OUTLET * * *
U/S DATA STATION INVERT SECT
100.00 427.80 1
ELEMENT NO 2 IS A WALL EXIT *
U/S DATA STATION INVERT SECT
100.00 427.80 2
ELEMENT NO 3 IS A REACH * * *
U/S DATA STATION INVERT SECT
133.50 428.10 2
N
0.013
W S ELEV
429.43
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
ELEMENT NO 4 IS A SYSTEM HEADWORKS * *
U/S DATA STATION INVERT SECT W S ELEV
133.50 428.10 2 0.00
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC
F0515P
PAGE 1
WATER SURFACE PROFILE LISTING
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN # 75104 Sta. 154+20.00 (LT)
FILE: PAR-155 & PAR-155Q
STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL . HGT/ BASE/ ZL NO AVBPR
ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER
L/ELEM SO SF AVE HF NORM DEPTH ZR
***********************************************************************************************************************************
100.00 427.80 1.630 429.430 3.0 0.46 0.003 429.433 0.00 0.260 4.00 4.00 0.00 0 0.00
WALL EXIT 0-00
100.00 427.80 1.630 429.430 3.0 1.70 0.045 429.475 0.00 0.659 1.50 0.00 0.00 0 0.00
15.97 0.00895 .000807 0.01 0.560 0.00
115.97 427.94 1.500 429.443 3.0 1.70 0.045 429.488 0.00 0.659 1.50 0.00 0.00 0 0.00
16.40 0.00895 .000755 0.01 0.560 0.00
132.37 428.09 1.360 429.450 3.0 1.78 0.049 429.499 0.00 0.659 1.50 0.00 0.00 0 0.00
1.13 0.00895 .000715 0.00 0.560 0.00
133.50 428.10 1.350 429.450 3.0 1.79 0.050 429.500 0.00 0.659 1.50 0.00 0.00 0 0.00
PALOMAR AIRPORT RD.- EAST HYDRULICS STUDY
JN n 75104 Sta. 154+20.00 (LT)
FILE: PAR-155 & PAR-155Q
100.00
100.68
101.37
102.05
102.73
103.42
104.10
104.79
105.47
106.15
106.84
107.52
108.20
108.89
109.57
110.26
110.94
111.62
112.31
112.99
J13.67
114.36
115.04
115.72
116.41
117.09
117.78
118.46
119.14
119.83
120.51
121.19
121.88
122.56
123.24
123.93
124.61
125.30
125.98
126.66
lYYYYYCYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYXYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYYH
I C H WE
WX
R
HWE
127.35
128.03
128.71
129.40
130.08
130.77
131.
132.
.45
.13
132.82
133.50
WE H
WE H
427.80 428.20 428.60 429.00 429.40 429.80 430.20 430.60 431.00 431.40 431.80
NOTES
1. GLOSSARY
I = INVERT ELEVATION
C = CRITICAL DEPTH
W = WATER SURFACE ELEVATION
H = HEIGHT OF CHANNEL
E = ENERGY GRADE LINE
X = CURVES CROSSING OVER
B = BRIDGE ENTRANCE OR EXIT
Y = WALL ENTRANCE OR EXIT
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY
INLET CALCULATIONS
P:\...\75104\DOCS\HyDRO\l04HYROl. DOC
6/29/98 (0: 10:43 .AM
CURB INLET CALCULATION
PALOMAR AIRPORT ROAD (EAST) i
CITY OF CARLSBAD JN# 75104
i i i
CAPACITY OF CURB INLETS (ON-GRADE)
LOCATION i S(%) Q (cfs) H/h Q/L LENGTH OF OPENING INLET SIZE REMARK
PALOMAR AIRPORT ROAD:
108+11.00
123+00.00
149+25.00
5.40
3.80
Total
Bypass (-)
1.35
6.00
7.20
11.30
3.5
7.80
CAPACITY OF CURB INLETS (AT SAG)
0.33
0.33
0.33
0.31
0.36
0.42
0.51
0.57
0.64
17
18
17
18
19
18
TYPE "B-1"
TYPE "B-1"
TYPE "B-1"
LOCATION i INLET NO. Q (cfs) H/h Q/L LENGTH OF OPENING INLET SIZE REMARK
PALOMAR AIRPORT ROAD:
154+20.00
Bypass (+)
Total
13.60
3.5
17.10 0.33
NOTE: il:FLOW (Q) IS PER 100 YEAR STORM EVENT.
10 TYPE "B-2" INLET
file:lnlet104 @6/29/98
RESIDENTIAL STREET
ONE SIDE ONLY
6 7 8 9 10
DISCHARGE (CFS.)
20 30 40 50
EXAMPLE:
.Given: Q= 10 S= 2.57o
Chart gives: Depth = 0.4, Velocity = 4.4 tp.s.
SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
APPRnvrn
DESIGN MANUAL
/3, /J. /U/A^J'^&T^
GUTTEfv' AND ROADWAY
DISCHARGE-VELOCITY CHART
Anntrntrviv v_ n
RESIDENTIAL STREET
ONE SIDE ONLY
I I I I
5 6 7 8 9 10
DISCHARGE (C F S)
20 30 40 50
EXAMPLE:
Given: Q = 10 S= 2.5%
Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s.
tlUo6^oo PfiLomH A/Zlfi^'nT /^d. Q^l.TJJF^
SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
DESIGN MANUAL
GUTTEfC ANO ROADWAY
DISCHARGE-VELOCITY CHART
«Qornniv v-n
RESIDENTIAL STREET
ONE SIDE ONLY
6 7 8 9 10
DISCHARGE (C F S.)
EXAMPLE:
Given-. Q= 10 S= 2.5%
Chart gives: Depth = 0.4, Vel<x:ity = 4.4 tpis.
SAN DIEGO COUNTY
DEPARTMENT OF SPECIAL DISTRICT SERVICES
APPROv/rn
DESIGN MANUAL
/3, V. /U/Z^.r:^^
GUTTEf; AND ROADWAY
DISCHARGE-VELOCITY CHART