HomeMy WebLinkAboutSDP 2021-0003; RACEWAY INDUSTRIAL; PRELIMINARY HYDROLOGY CALCULATIONS; 2021-09-24• Thienes Engineering, Inc.
CIVIL ENGINEERING • LAND SURVEYING
PRELIMINARY HYDROLOGY
CALCULATIONS
FOR
RACEWAY INDUSTRIAL
LION SHEAD A VENUE AND MELROSE DRIVE
CARLSBAD, CA
PREPARED FOR
W-H CARLSBAD OWNER IX, L.P.
600 WEST BROADWAY SUITE 1150
SAN DIEGO, CA 92101
P. (858) 435-4018
JANUARY 28, 2021
REVISED APRIL 22, 2021
REVISED JULY 12, 2021
REVISED SEPTEMBER 07, 2021
REVISED SEPTEMBER 24, 2021
JOB NO. 3911
PREPARED BY
THIENES ENGINEERING
14349 FIRESTONE BLVD.
LA MIRADA, CALIFORNIA 90638
P. (714) 521-4811
OCT ·,• < "r.· , l · . .-'
FAX (714) 521-4173
PRELIMINARY HYDROLOGY
CALCULATIONS
FOR
RACEWAY INDUSTRIAL
PREPARED UNDER
THE SUPERVISION OF
REINHARD STENZEL DATE:
R.C.E. 56155
EXP. 12/31/2022
INTRODUCTION
A: PROJECT LOCATION
The project site is located on the southerly side of Lionshead A venue between Melrose
Drive and Eagle Drive in the city of Carlsbad. See follow page for vicinity map.
B: STUDY PURPOSE
The purpose of this study is to determine 100-year proposed condition peak flow rate from
the project site that drain to an existing storm drain system in Lionshead A venue.
C: PROJECT STAFF:
Thienes Engineering staff involved in this study include:
Reinhard Stenzel
Brian Weil
B/20/2020
Google Maps
maps/@33.1311194,-117 2413988, 17z https:J/www.google.com/
Google Mapa
2020 Google 200 ft MapdataC
1/2
' ..
DISCUSSION
The project site encompasses approximately 19.34 acres. Proposed improvements include
one warehouse type building with approximately 249,000 square feet. There is truck
loading/unload area located on the southerly side of the building. Vehicle parking is
proposed on the westerly, northerly and easterly sides of the proposed building. There are
existing sideslopes at the southerly and westerly portions of the site that will remain. There
are two bioretention areas at the northwesterly portion of the site and additional
landscaping adjacent to Lionshead A venue and Eagle Drive.
Master Plan Hydrology
The project site is part of the Agua Hedionda Creek Watershed, Basin "B", per the City of
Carlsbad Master Plan of Drainage. The site is within Plate C-4 of the Master Plan of
Drainage Facilities map. However, this map does not show the existing storm drain
facilities within the site and Lionshead A venue. See Appendix "A" for Master Plan of
Drainage reference material.
Existing Hydrology
The project site is part of an existing larger commercial development known as the
Carlsbad Raceway. The project site was previously studied by O'Day Consultants in a
report titled "Hydrology and Hydraulic Study for Carlsbad Raceway", dated June 20, 2003.
This study analyzed the project site as four separate lots assuming Industrial development
for a 100-year storm event. The peak flow rates from this study are the same peak flow
rates found on the existing storm drain plans for Lionshead Avenue as detailed below. See
Appendix "A" for reference O'Day hydrology calculations and drainage map relative to
the project site.
Existing Storm Drains
There is an existing storm drain system in Lionshead Avenue (Carlsbad Raceway,
Lionshead A venue, prepared by O'Day Consultants). The storm drain conveys runoff from
the project site and areas tributary to the street from east to west, and daylights out to a
natural drainage course on the northerly side of Lionshead A venue. The storm drain varies
in size from 42" to 54" and indicates 100-year peak flow rates. The plans also indicate a
lateral for each of the four lots that comprise the area of the project site.
From west to east, the four laterals that serve the project site indicate a 100-year peak flow
rates of 48.4 cfs, 41.8 cfs, 22.5 cfs and 34.4 cfs. See Appendix "A" for reference existing
storm drain plans.
Existing Condition
The project site is currently graded dirt lots with natural grasses and vegetation. Each lot
is graded to a C.M.P. riser located near Lionshead Avenue. The sites feature desilting areas
around each riser and erosion control devices. Each riser conveys runoff to the previously
mentioned storm drain laterals. Grading plans for each lot were also prepared by O'Day
Consultants.
There is an existing commercial development to the south of the project site. Grading plans
prepared by O 'Day Consultants show onsite storm drain systems that convey runoff from
this development around the project site. There is no offsite runoff currently tributary to
the project site.
Existing condition hydrologic models were established for areas tributary to each of the
previously mentioned C.M.P. risers. In general, each riser intercepts runoff from each of
the four lots. The 100-year peak flow rates tributary to the existing risers, from west to
east, are 10.7 cfs, 8.7 cfs, 5.2 cfs and 7.2 cfs, respectively.
See Appendix "B" for existing condition hydrology calculations and Appendix "E" for
existing condition hydrology map.
Proposed Condition
The proposed condition development consists of one commercial/warehouse type building
that will span the original four lots. Drainage boundaries will be altered in the proposed
condition due the site layout. The site layout will alter the drainage areas to the existing
points of connection. In fact, only the existing westerly connection will be utilized.
Runoff from the southerly portion of the building and the truck yard area (nodes 100-114)
will be intercepted by catch basins located in the truck yard area. A proposed onsite storm
drain will convey this flow around the westerly side of the building and through the
westerly driveway to the hydromodification storage area (at node 115).
There is an existing vegetated sides lope at the southerly and westerly portions of the project
site. All runoff from the sideslopes (nodes 120-135) will be intercepted in a separate storm
drain system. This storm drain conveys runoff through the project site then to the
hydromodification storage area (at node 136). Runoff from the westerly biofiltration area
is also added to the hydrologic model at this location.
Runoff from the northerly portion of the building and north parking areas (nodes 140-145)
will be collected in curb and gutter to a proposed catch basin located near the easterly
bioretention area. Here, runoff will enter the easterly biofiltration area (at node 146).
Runoff from the northwesterly portion of the building and the adjacent parking areas (nodes
150-152) will drain to the easterly bioretention area via a proposed storm drain ( at node
153). Runoff above the required biofiltration volume continues to the hydromodification
storage area (at node 154).
All the above-described drainage areas drain to the hydromodification storage area. The
total 100-year peak flow rate at this location is approximately 69.6 cfs. Discharge from
the hydromodification area is conveyed easterly to the existing lateral at Lionshead A venue
(Sta. 13+92.20). In addition, runoff from the westerly driveway (nodes 160-162) will add
to this storm drain system (at node 163) for a total 100-year peak flow rate of70.5 cfs.
Runoff from the sloped areas adjacent to the Lionshead Avenue (nodes 300-301) sheet
flow to the street and then to an existing catch basin at Lionshead Avenue (Sta 19+40.00).
The 100-year peak flow rate for this area is approximately 2.0 cfs.
Finally, flow from the sloped area adjacent to Eagle Drive (nodes 310-311) sheet flows to
the street then to an existing catch basin at the intersection of Eagle Drive and Lionshead
Avenue. The 100-year peak flow rate for this area is approximately 0.2 cfs.
The following table summarizes the peak flow rates from the existing storm drain plans
and that from the project site to the respective existing laterals.
Lateral Location 0100 Per Plan Q 100 Proposed
Sta. 13+92.20 48.4 cfs 70.5 cfs
Sta. 15+30.35 41.8 cfs Not Used
Sta. 19+40.00 22.5 cfs Not Used
Sta. 21+11.00 34.4 cfs Not Used
From the above table, the 100-year peak flow rate to the westerly lateral is higher than to
the peak flow rate from the existing plans. The other three existing laterals are not used
for onsite runoff. Runoff from the landscaped area adjacent to Lionshead A venue drains
to an existing catch basin that drains to the lateral at Sta 19+40.00.
The 100-year peak flow rates are less than those shown on the existing storm drain plans.
This is due to several reasons. The O'Day hydrology report used four areas, each with 5.0
minute times of concentration and considered all commercial. This would yield maximum
peak flow rates for the individual areas. The proposed improvements separated the
existing landscaped sideslopes and considered these areas with the correct land usage
(undeveloped), thus lowering runoff rates for these areas. Also, the proposed
improvements use longer conveyance features ("V" -gutters, curb and gutter and storm
drains) than yield longer times of concentration and consequently lower peak flow rates.
Overall, the entire peak flow rate from the project site has been reduced compared to
existing plans. There is no overall downstream impact to the existing storm drain in
Lionshead A venue. However, the peak flow rate to the westerly lateral has increased. A
hydraulic analysis of this existing storm drain was analyzed as further discussed below.
See Appendix "B" for proposed condition hydrology calculations and Appendix "E" for
hydrology map.
Flood Routing
Except for the landscaped slope adjacent to the streets, all runoff from the site is directed
to the hydromodification storage area located underground at the northwesterly portion of
the site. Here, a proposed storm drain discharges flow to an existing lateral at Lionshead
A venue. A flood routing analysis was prepared to ensure that 100-year peak flow rates can
be routed and discharged from the hydromodification system.
A hydrograph for the total tributary area to the hydromodification area was established
using San Diego County RA THYDRO program. This program incorporates results from
the Rational Method calculations. These results were then input into HEC-1 to route
through the hydromodification area. Basin rating curves are the same as those used in the
Hydromodification study (per separate report). Note that the rating curve in the
hydromodification is based on 0.1 '-0.2' increments. However, HEC-1 program has a limit
of 20 entries and uses select increments from the basin rating curve.
HEC-1 routing analysis shows that 55 cfs discharges from the hydromodification area in
the 100-year storm event. Therefore, 100-year peak flow rates can be adequately conveyed
through the hydromodification area without exceeding the available volume.
See Appendix "D" for flood routing calculations.
Hydraulic Calculations
As noted above, more flow has been directed to the existing westerly lateral. A hydraulic
model was established for the existing storm drain based on invert elevations, pipe lengths
and peak flow rates. Note that the stationing shown on the storm drain plans is relative to
street stationing, and do not correspond to the actual lengths of the pipe. For modeling
purposes, stations relative to actual pipe lengths were established. A mark-up of the
existing storm drain plan is provided with this stationing.
Once the existing condition hydraulic model was established, it was then copied and reran
with the proposed discharge from the project site. While the HEC-1 analysis shows a
discharge of 55 cfs, the proposed condition hydraulic model uses the entire 100-year
rational method peak flow rate. This entire peak flow represents an increase of 22.1 cfs
compared to the existing peak flow rate shown on the plans. Consequently, 22.1 cfs was
taken out of the storm drain system downstream. Overall, this is a conservative model
since peak flow rates to the existing mainline in Lionshead A venue has been reduced. The
largest difference in the downstream hydraulic grade line is approximately 1.30' (at the
existing catch basin on the northerly side of Lionshead). While this increase seems large,
the existing storm drain pipe is just full at this location and there is still almost 10' of
freeboard to the flowline at this catch basin.
This hydraulic analysis shows that there is no adverse effect any downstream facilities.
Additional hydraulic calculations will not be necessary for any of the other downstream
,'-
storm drains. Remaining onsite hydraulic calculations will be included with precise
grading and storm drain plans.
See Appendix "C" for hydraulic calculations. Also see the schematic representation of the
H.G.L. and E.G.L. of the existing lateral at Station 13+92.20. The inverts and linear
stationing of this lateral used in the calculations are red-lined in the O'Day Plan, included
in Appendix "C".
Methodology
Rational Method calculations were computed using AES Software in compliance with the
2003 San Diego County Hydrology Manual. The 100-year 6-hour rainfall value is 3.0 per
the San Diego County Hydrology Manual. Conservatively, the soil type is assumed as
"D".
Summary
Calculations and analyses show the following results:
• Hydrologic models show that the 100-year peak flow rates are less than those
shown on downstream existing storm drain plans.
• Hydraulic analysis for the existing westerly lateral show that there is no significant
increase in the hydraulic grade line with the addition of 22.1 cfs at this lateral,
because a) the existing lateral has a capacity that exceeds 70.5 cfs and b) the H.G.L.
is contained below existing terrain.
• A flood routing analysis was performed to show that the 100-year peak flow can be
adequately routed through the hydromodification storage area.
• As the entire 100-year peak flow rate for the project site has been reduced, there is
no overall impact to existing downstream facilities.
APPENDIX
A
B
C
D
E
DESCRIPTION
REFERENCE MATERIALS
HYDROLOGY CALCULATIONS
HYDRAULIC CALCULATIONS
FLOOD ROUTING CACLULATIONS
HYDROLOGY MAPS
"
,'
APPENDIX A
REFERENCE MATERIALS
jti~ I ii t I I
County of San Diego
Hydrology Manual
• Rainfall Jsupluviuls
llO Year!•hft,l "'!cpt·'l!!n
·-··-· -(lnd>N)
3 0 3,....
~
I
•
•
HYDROLOGY AND HYDRAULIC STUDY
FOR
CARLSBAD RACEWAY
C.T. 98-10
J.N. 981012/5
DECEMBER 20, 2002
REVISED: APRIL 17, 2003
REVISED: JUNE 20, 2003
BY
O'DAY CONSULTANTS
2710 LOKER A VENUE WEST, SUITE 100
CARLSBAD, CA 92008
(760) 931-7700
San Diego County Rational Hydrology Program
CIVILCADD/CIVILDBSIGH Engineering Software, (c) 1993
Rational method hydrology program baaed on
Version 3.2
San Diego County Flood Control Division 1985 hydrology manual
Rational Hydrology Study Date: 04/01/03 ------------------------------------------------------------------------CARLSBAD RACEWAY
BASIB 5
04-01-03
G:\ACCTS\971035\RACB05.0UT
********* Hydrology Study control Information**********
------------------------------------------------------------------------O'Day Consultants, San Deigo, California -S/N 10125 ------------------------------------------------------------------------Rational hydrology study storm event year is
Map data precipitation entered:
100.0
6 hour, precipitation(inches) • 3.000
24 hour precipitation(inches) • 5.200
Adjusted 6 hour precipitation (inches) = 3.000
P6/P24 • 57.71
San Diego hydrology manual 'C' values used
Runoff coefficients by modified rational method
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process fr01R Point/Station so1.ooo to Point/Station 502.000
**** DrITIAL ARBA BVALUATIOH ****
Decimal fraction soil
Decimal fraction soil
Decimal fraction ■oil
Decimal fraction ■oil
[IBDOSTRIAL area type
group A=
group B,.
group C •
group D •
Initial aubarea flow distance =
Highest elevation• 3Bl.50(Ft.)
Lowest elevation• 381.00(Ft.)
0.000
0.000
0.000
1.000
]
25.00(Ft.)
Elevation difference• O.SO(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) ... 1.07 min.
TC= [l.8*(1.l-C)*distanceA.5)/(t slope•(l/3))
TC• [l.8*(1.1-0.9500)*( 25.00A.5)/( 2.00A(l/3)]·
Setting time of concentration to s minutes
Rainfall intensity (I) • 7.904 for a 100.0 year
Effective runoff coefficient used for area (O•KCIA)
Subarea runoff• 0.07S(CFS)
Total initial stream area= 0. 010 (Ac.)
1.07
storm
is C-= 0.950
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 502.000 to Point/Station 503,000
**** STRBBT FLOW TRAVBL TIMB + SUBARBA FLOW ADDITION****
Top of street segment elevation• 381.000(Ft.)
Bnd of street segment elevation= 367.000(Pt.)
Length of street segment = 1015.000(Ft.)
Height of curb above gutter flowline s 6.0(In.)
Width of half street (curb to crown) = 32.000(Pt.)
Distance from crown to crossfall grade break = 30.SOO(Ft.)
Slope from gutter to grade break (v/hz) • 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (1) side(s) of the street
Distance from curb to property line • 10.000(Ft.)
Slope from curb to property line (v/hz) • 0.020
Gutter width= l.500(Ft.)
Gutter hike from flowline = l.500(In.)
Manning's Hin gutter• 0.0150
Manning's H from gutter to grade break= 0.0150
Manning's N from grade break to crown= 0.0150
Batimated mean flow rate at midpoint of street= o.109(CFS)
Depth of flow• 0.108(Ft.), Average velocity= l.570(Ft/a)
Streetflow hydraulics at midpoint of street travel:
Halfatreet flow width= l.500(Ft.)
Flow velocity• l.57(Ft/s)
Travel time• 10.78 min. TC= 15.78 min.
Adding area flow to street
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
[INDUSTRIAL area type ]
Rainfall intensity• 3.767(In/Hr) for a 100.0 year storm
Bffective runoff coefficient used for total area
(Q-KCIA) is C • 0.950 CA• 0.874
Subarea runoff• 3.217(CFS) for 0.910(Ac.)
Total runoff= 3.292(CFS) Total area• 0.920(.Ac.)
Street flow at end of street= 3.292(CFS)
Half street flow at end of street= 3.292(CFS)
Depth of flow• 0.310(Pt.), Average velocity• 2.685(Ft/s)
Flow width (from curb towards crown)• 10.747(Pt.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 503.000 to Point/Station 503.000
**** SOBARBA PLOW ADDITION****
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
[INDUSTRIAL area type ]
Time of concentration• 15.78 min.
Rainfall intensity• 3.767(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q•KCIA) is C • 0.950 CA= 1.102
Subarea runoff• 0.859(CFS) for 0.240(Ac.)
Total runoff• 4.151(CFS) Total area• 1.160(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 503.000 to Point/Station 504.000
•••• PIPBFLOW TRAVBL TIME (User specified size) ••••
Upstream point/station elevation• 358.00(Pt.)
Downstream point/station elevation a 357.67(Pt.)
Pipe length • s.OO(Ft.) Manning's H • 0.013
No. of pipes• 1 Required pipe flow • 4.lSl(CPS)
•
•
Given pipe aize • 18.00(In.)
Calculated individual pipe flow = 4.lSl(CFS)
Normal flow depth in pipe= 4.77(In.)
Plow top width inside pipe• 15.89(In.)
Critical Depth= 9.37(In.)
Pipe flow velocity= ll.06(Ft/s)
Travel time through pipe= 0.01 min.
Time of concentration (TC) = 15.79 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Proceas from Point/Station 503.000 to Point/Station 504.000
**** COHPLOBNCB OP MADI STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area• 1.160(Ac.)
Runoff froa this stream• 4.lSl(CPS)
Time of concentration• 15.79 min.
Rainfall intensity• 3.766(In/Hr)
Program ia now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 505.000 to Point/Station 506.000
**** INITIAL ARBA BVALUATIOH ****
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 s 1.000
[DlDUSTRIAL area type ]
Initial aubarea flow distance = 530.00(Ft.)
Highest elevation• 381.00(Ft.)
Lowest elevation• 368.00(Ft.)
Elevation difference• 13.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App x-c) • -l.61 min.
TC• [l.B*(l.l-C)•diatance•.s)/(1 alope.(1/3)]
TC• (l.8*(1.1-0.9500)*(530.00•.s)/( 2.454 (1/3))• 4.61
Setting time of concentration to 5 minutes
Rainfall intensity (I) • 7.904 for a 100.0 year storm
Bffective runoff coefficient uaed for area (Q•ICCIA) is c • 0.950
SUbarea runoff• 34,391(CFS)
Total initial stream area• 4.SSO(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Proceaa from Point/Station 506.000 to Point/Station 507.000
**** PIPBFLOW TRAVEL TIME (User specified size) ****
Upstream point/station eievation • 359.0S(Pt.)
Downstream point/station elevation• 358.37(Ft.)
Pipe length • 62.SO(Pt.) Manning's N • 0.013
No. of pipes• 1 Required pipe flow • 34.391(CPS)
Given pipe size• 30.00(In.)
Calculated individual pipe flow = 34~391(CFS)
Normal flow depth in pipe~ 20.37(In.)
Plow top width inaide pipe= 28.0l(In.)
Critical Depth• 23.93(In.)
Pipe flow velocity• 9.69(Ft/a)
,
•
Travel time through pipe=
Time of concentration (TC) =
o .11 min.
5.11 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Procea■ from Point/Station 507.000 to Point/Station 504.000
**** PIPBPLOW TRAVBL TIMB (User specified size) ****
Upstream point/station elevation• 357.37(Pt.)
Downstream point/station elevation= 356.00(Ft.)
Pipe length • 167.00(Ft.) Manning's N • 0.013
No. of pipes= 1 Required pipe flow = 34.39l(CFS)
Given pipe size• 42.00(In.)
Calculated individual pipe flow • 34.391(CFS)
Normal flow depth in pipe= 17.88(In.)
Flow top width inside pipe= 41.53(In.)
Critical Depth• 21.82(In.)
Pipe flow velocity a 8.Bl(Ft/s)
Travel time through pipe• 0.32 min.
Time of concentration (TC) • 5.42 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Proc:e■• from Point/Station 507.000 to Point/Station 504.000
**** CONFLUBNCB OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream nwnber: 2
Stream flow area• 4.SBO(Ac.)
Runoff from this stream= 34.39l(CFS)
Time of concentration• 5.42 min.
Rainfall intensity• 7.SOO(In/Hr)
Program is now starting with Main Stream Ho. 3
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 508.000 to Point/Station 509.000
**** INITIAL AREA BVALUATION ****
Decimal fraction ■oil 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
[INDUSTRIAL area type ]
Initial aubarea flow distance • 420.00(Pt.)
Highest elevation• 378.00(Ft.)
Lowest elevation• 368.00(Pt.)
Elevation difference• 10.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) • 4.14 min.
TC• [l.8*(1.1-C)*diatanceA.S)/(t slopeA(l/3)]
TC. c1.e•<1.1-o.9soo)*(420.00A.s>/( 2.1e•(1/J>l• 4.14
Setting time of concentration to 5 minutes
Rainfall intensity (I) • 7.904 for a 100.0 year storm
Effective runoff coefficient used for area (Q•KCIA) is c • 0.950
Subarea runoff• 22.527(CFS)
Total initial stream area• 3.000(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 509.000 to Point/Station 510.000
•
•
**** PIPBPLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation• 359.lO(Ft.)
Downstream point/station elevation= 35B.78(Ft.)
Pipe length = 18.00(Ft.) Manning's N = 0.013
Ho. of pipes• 1 Required pipe flow • 22.527(CFS)
Given pipe size• 24.00(In.)
Calculated individual pipe flow -22.527(CFS)
Normal flow depth in pipe= 15.47(In.)
Flow top width inaide pipe= 22.9B(In.)
Critical Depth= 20.31(In.)
Pipe flow velocity• 10.53(Ft/s)
Travel time through pipe= 0.03 min.
Time of concentration (TC) • 5.03 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 509.000 to Point/Station 510.000
**** COHFLUBHCB OF MIHOR STREAMS****
Along Main Stream number: 3 in normal stream number 1
Stream flow area• 3.000(Ac.)
Runoff from this stream• 22.527(CFS)
Time of concentration• 5.03 min.
Rainfall intensity• 7.875(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 511.000 to Point/Station 512.000
**** INITIAL ARBA EVALUATION****
Decimal fraction soil
Decimal fraction aoil
Decimal fraction soil
Decimal fraction soil
[DIDUSTRIAL area type
group A ...
group B •
group C"'
group D •
Initial subarea flow distance =
Highest elevation• 373.30(Ft.)
Lowest elevation• 372.30(Ft.)
0.000
0.000
0.000
1.000
]
50.00(Pt.)
Elevation difference• 1.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C) = 1.52 min.
TC• (1.8*(1.1-C)*diatance•.s)/(1 slopeA(l/3)]
TC. c1.s•(1.1-o.9soo>•< so.ooA.s>/< 2.ooA(l/3)1•
Setting time of concentration to 5 minutes
Rainfall intensity (I) • 7.904 for a 100.0 year
Effective runoff coefficient used for area (O•KCIA)
Subarea runoff• 0.075(CFS)
Total initial stream area• 0.010 (Ac.)
1.52
storm
is C • 0.950
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 512.000 to Point/Station 510.000
**** STRBBT FLOW TRAVEL TIME+ SUBARBA FLOW ADDITION****
Top of street segment elevation= 372.300(Ft.)
Bild of street segment elevation• 367.000(Ft.)
Length of atreet segment • 615.000(Pt.)
Height of curb above gutter flowline • 6.0(In.)
Width of half street (curb to crown) • 32.000(Ft.)
Diatance from crown to crossfall grade break • 30.SOO(Pt.)
•
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) = 0.020
Street flow is on (l] 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 -l.500(Pt.)
Gutter hike from flowline • l.500(In.)
Manning•■ Hin gutter• 0.0150
Manning•• R from gutter to grade break• 0.0150
Manning's H from grade break to crown= 0.0150
Estimated mean flow rate at midpoint of street= 0.093(CFS)
Depth of flow= O.lll(Ft.), Average velocity• 1.266(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width= l.500(Ft.)
Flow velocity• 1.27(Ft/s)
Travel time= 8.10 min. TC• 13.10 min.
Adding area flow to street
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
[INDUSTRIAL area type )
Rainfall intensity• 4.247(In/Kr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q•KCIA) is C • 0.950 CA= 0.475
Subarea runoff• 1.942(CFS) for 0.490(Ac.)
Total runoff• 2.017(CFS) Total area• O.SOO(Ac.)
Street flow at end of street= 2.0l7(CFS)
Half street flow at end of streets 2.017(CFS)
Depth of flow• 0.289(Ft.), Average velocity.. 1.997(Ft/s)
Plow width (trom curb towards crown)• 9.690(Pt.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 510.000
**** SUBARBA PLOW ADDITION****
Decimal fraction soil
Decimal fraction ■oil
Decimal fraction soil
Decimal fraction soil
[DIDUSTRIAL area type
group A=
group B •
group C •
group D •
0.000
0.000
0.000
1.000
Time of concentration a 13.10 min.
]
Rainfall intensity• 4.247(In/Hr) for a 100.0
Effective runoff coefficient used for total area
(Q•KC:IA) is C • 0.950 CA= 0.789
Subarea runoff• 1.33l(CFS) for 0.330(Ac.)
Total runoff• 3.349(CFS) Total area•
year storm
0.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 510.000
**** COHFLUBNCB OP MIHOR STREAMS****
Along Main Stream number: 3 in normal stream number 2
Stream flow area• O.B30(Ac.)
Runoff from this stream• 3.349(CFS)
Time of concentration• 13.10 min.
Rainfall intensity• 4.247(In/Kr)
Summary of stream data:
(.
•
Stream Plow rate TC Rainfall Intensity
No. (CPS) (min) (In/Hr)
1 22.527 5.03 7.875
2 3 .349 13.10 4.247
Qmax(l) •
1. 000 * 1. 000 * 22.527) +
1.000 * 0.384 * 3.349) + ... 23.812
Qaaax(2) -0.539 * 1.000 • 22.527) +
1.000 * 1.000 * 3,349) + -15.497
Total of 2 streams to confluence:
Flow rates before confluence point:
22.527 3.349
Maximwn flow rates at confluence using above data:
23.812 15.497
Area of streams before confluence:
3.000 0.830
Results of confluence:
Total flow rate• 23.812(CFS)
Time of concentration• 5.028 min.
Bffective stream area after confluence• 3.830(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 504.000
•••• PIPBFLOW TRAVEL TIMB (User specified size) ****
Upstream point/station elevation= 358.45(Ft.)
Downstream point/station elevation• 357.17(Ft.)
Pipe length • 43.00(Ft.) Manning's N = 0.013
No. of pipes• 1 Required pipe flow • 23.812(CFS)
Given pipe size• 24.00(In.)
Calculated individual pipe flow • 23.812(CFS)
Hormal flow depth in pipe~ 13.55(In.)
Flow top width inside pipe= 23.BO(In.)
Critical Depth• 20.76(In.)
Pipe flow velocity• 13.04(Ft/s)
Travel time through pipe• o.os min.
Time of concentration (TC) • s.oa min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 510.000 to Point/Station 504.000
**** CONFLUENCE OF MAIN STREAMS****
The following data inside Main Stream is listed:
In Main Stream number: 3
Stream flow area• 3,830(Ac.)
Runoff from this stream• 23.812(CFS)
Time of concentration• 5.08 min.
Rainfall intensity• 7.820(In/Hr)
Sunmary of stream data:
Stream
Ito •
1
Flow rate
(CPS)
4,151
TC
(min)
15.79
Rainfall Intensity
(In/Hr)
3.766
f
ce
•
•
2 34.391 5.42 7.500
3 23. 812 5.08 7.820
Qmax(l) -1. 000 * 1.000 * 4 .151) +
0.502 * 1.000 * 34 .391) +
0.482 * 1.000 * 23.812) + .. 32.883
Qmax(2) -1. 000 * 0.344 * 4.151) +
1.000 * 1.000 * 34. 391) +
0.959 * 1. 000 * 23. 812) + -58.656
Qmax(3) a
1.000 * 0.322 * 4 .151) +
1.000 * 0.937 * 34.391) +
1.000 * 1.000 * 23. 812) + = 57.384
Total of 3 main streams to confluence:
Plow rates before confluence point:
4.1S1 34.391 23.812
Maximum flow rates at confluence using above data:
32.883 58.656 57.384
Area of streams before confluence:
1.160 4.580 3.830
Results of confluence:
Total flow rate• 57.384(CFS)
Time of concentration• 5.083 min.
Bffective stream area after confluence • 9.570(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Procesa from Point/Station 504.000 to Point/Station 513.000
**** PIPBPLOW TRAVEL TIME (User specified aize) ****
Upstream point/station elevation• 355.67(Pt.)
Downstream point/station elevation• 353.37(Ft.)
Pipe length • 296.00(Pt.) Manning'■ N • 0.013
Ho. of pipes• 1 Required pipe flow • 57.384(CFS)
Given pipe size• 42.00(In.)
calculated individual pipe flow • 57.384(CPS)
Hormal flow depth in pipe= 24.61(In.)
Plow top width ineide pipe• 41.37(In.)
critical Depth• 28.45(In.)
Pipe flow velocity• 9.81(Ft/s)
Travel time through pipe• 0.50 min.
Time of concentration (TC) = 5.59 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 513.000 to Point/Station 514.000
**** PIPBFLOW TRAVEL TIME (User specified size) ****
Upstream point/station elevation• 352.87(:rt.)
Downstream point/station elevation• 351.90(Ft.)
Pipe length • 99.40(Ft.) Manning's N • 0.013
No. of pipes• 1 Required pipe flow • 57.384(CFS)
Given pipe size• 48.00(In.)
calculated individual pipe flow • 57.384(CPS)
Normal flow depth in pipe= 21.23(In.)
Plow top width inside pipe= 47.68(In.)
Critical Depth• 27.34(In.)
Pipe flow velocity• 10.69(Ft/s)
Travel time through pipe• 0.15 min.
Time of concentration (TC) • 5.74 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Proce■■ from Point/Station 513.000 to Point/Station 514.000
**** COBFLUBNCB OF MINOR STREAMS****
Along Main Stream number: 1 in normal stream number 1
Stream flow area• 9.570(Ac.)
Runoff from this stream• 57.384(CFS)
Time of concentration• 5.74 min.
Rainfall intensity s 7.230(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 515.000 to Point/Station 516.000
**** INITIAL AREA EVALUATION****
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
group A ..
group B =
group c •
group D =
0.000
0.000
0.000
1.000
(INDUSTRIAL area type ]
Initial subarea flow distance • 575.00(Ft.)
Highest elevation• 383.00(Pt.)
Lowe■t elevation• 368.00(Ft.)
Elevation difference• iS.OO(Ft.)
Time of concentration calculated by the urban
area■ overland flow method (App X-C) • 4.70 min.
TC• [l.8*(1.1-C)*distanceA.S)/(1 slopeA(l/3)]
TC• [l.8*(1.1-0.9500)*(575.00A.S)/( 2.61A(l/3)]-
Setting time of concentration to 5 minutes
Rainfall intensity (I) • 7.904 for a 100.0 year
Bffective runoff coefficient used for area (O•KCIA)
Subarea runoff• 41.750(CFS)
Total initial stream area• 5 .560 (Ac.)
4.70
storm
is C • 0.950
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 516.000 to Point/Station 514.000
**** PIPBFLOW TRAVBL TIMB (User specified size) ****
Upatream point/station elevation• 358.57(Ft.)
Downstream point/station elevation• 353.57(Ft.)
Pipe length • 67.50(Ft.) Manning's N • 0.013
Ho. of pipes• 1 Required pipe flow = 41.750(CPS)
Given pipe aize • 24.00(In.)
Calculated individual pipe flow • 41.750(CFS)
Normal flow depth in pipe• 14.48(In.)
Flow top width inside pipe= 23.48(In.)
Critical depth could not be calculated.
Pipe flow velocity• 21.06(Ft/s)
Travel time through pipe• o.os min.
Time of concentration (TC) = 5.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
ProceH from Point/Station 516. 0.00 to Point/Station 514. 000
**** CONFLUBNCB OP MIHOR STREAMS****
•
Along Main Stream number: 1 in normal stream number 2
Stream flow area• 5.560(Ac.)
Runoff from this stream• 41.750(CFS)
Time of concentration= 5.05 min.
Rainfall intensity• 7.850(In/Hr)
Summary of stream data:
Stream Plow rate TC Rainfall Intensity
No. (CPS) (min) (In/Hr)
1 57.384 5.74 7.230
2 41.750 5.05 7.850
Qmax(l) =
1.000 * 1.000 * 57.384) +
0.921 * 1.000 * 41.750) + = 95.834
Qmax(2) -1.000 * 0.880 * 57.384) +
1.000 * 1.000 * 41.750) + -92.257
Total of 2 streama to confluence:
Plow rates before confluence point:
57.384 41.750
Maximum flow rates at confluence using above data:
95.834 92.257
Area of streams before confluence:
9.570 5.560
Results of confluence:
Total flow rate• 95.834(CFS)
Time of concentration• 5.742 min.
Effective stream area after confluence• 15.130(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 514.000 to Point/Station 517.000
**** PIPBPLOW TRAVEL TIMB (User specified size) ****
Upstream point/station elevation• 351.40(Pt.)
Downstream point/station elevation• 341.Bl(Pt.)
Pipe length • 137,27(Ft.) Manning's N • 0.013
Ho. of pipes• 1 Required pipe flow • 95.834(CFS)
Given pipe size• 54.00(In.)
Calculated individual pipe flow • 95.834(CPS)
Hormal flow depth in pipe• 15.7l(In.)
Flow top width inside pipe• 4,.o6(In.)
Critical Depth• 34.47(In.)
Pipe flow velocity• 24,92(Ft/s)
Travel time through pipe• 0.09 min.
Time of concentration (TC) • 5.83 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 514.000 to Point/Station 517.000 **** CONFLUBNCB OF MAIN STREAMS****
The following data inside Main Stream is listed;
In Main Stream number: 1
Stream flow area• 15.llO(Ac.)
Runoff from this stream• 95.834(CPS)
Time of concentration• 5.83 min.
•
Rainfall intensity• 7.l56(In/Br)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Proceaa from Point/Station 518.000 to Point/Station 519.000
**** IRITIAL AREA BVALUATIOR ****
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
[DIDUSTR.IAL area type ]
Initial subarea flow distance = 600.00(Ft.)
Highest elevation= 384.00(Pt.)
Loweat elevation• 370.00(Ft.)
Elevation difference= 14.00(Ft.)
Time of concentration calculated by the urban
areas overland flow method (App X-C} = 4.99 min.
TC= (l.8*(1.l-C)*distanceA.5)/(1 slopeA(l/3)]
TC• (l.8*(1.l-0.9500)*(600.00A.S)/( 2.33A(1/3)]= 4.99
Setting time of concentration to S minutes
Rainfall intensity (I) • 7.904 for a 100.0 year storm
Bffective runoff coefficient used for area (Q=KCIA) is C • 0.950
SUbarea runoff• 48,358(CFS)
Total initial stream area• 6.440(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Proc:ess frOlll Point/Station 519.000 to Point/Station 520.000
**** PIPBPLOW TRAVEL TIMI (User specified size) ****
Upstream point/station elevation• 355,Sl(Ft.)
Downstream point/station elevation• 355.23(Ft.)
Pipe length • 15.75(Ft.) Manning's N • 0.013
No. of pipe■• 1 Required pipe flow • 48.358(CFS)
Given pipe size= 30.00(In.)
Calculated individual pipe flow • 48.358(CFS)
Normal flow depth in pipe• 16.83(In.)
Flow top width inside pipe• 29.78(In.)
Critical Depth• 27.33(In.)
Pipe flow velocity• 17.0B(Ft/s)
Travel time through pipe• 0.02 min.
Time of concentration (TC) • 5.02 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 519.000 to Point/Station 520.000
**** CONPLUBNCB OF MINOR STREAMS****
Along Main Stream number: 2 in normal stream number 1
Stream flow area• 6.4tO(Ac.)
Runoff from this stream• 48.358(CFS)
Time of concentration• 5.02 min.
Rainfall intensity• 7.889(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Proc:eas from Point/Station 521.000 to Point/Station 522,000
**** IRITIAL AREA EVALUATION****
Decimal fraction aoil 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
[IHDUSTRIAL area type 1
Initial subarea flow distance • 110.00(Pt.)
Highest elevation• 373.SO(Pt.)
Lowest elevation= 372.90(Pt.)
Blevation difference= 0.90(Ft.)
Time of concentration calculated by the urban
areaa overland flow method (App X-C) • 3.03 min.
TC• [1.8•(1.1-c)•distance•,5)/(t slopeA(l/3))
TC. c1.e•<1.1-o.9soo>•<110.00A.5)/< o.e2•c1/J>l• J.ol
Setting time of concentration to 5 minutes
Rainfall intensity (I) • 7.904 for a 100.0 year storm
Effective runoff coefficient used for area (Q=KCIA) is Ca 0.950
Subarea runoff• 0.075(CFS)
Total initial stream area• O.OlO(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 522.000 to Point/Station 520.000
**** STRBBT PLOW TRAVEL TIMB + SlJBARBA PLOW ADDITIOH ****
Top of street segment elevation= 372.900(Ft.)
Bnd of street segment elevation• 367.000(Pt.)
·1,ength of street segment • 280.000(Ft.)
Height of curb above gutter flowline • 6.0(In.)
Width of half street (curb to crown) • 32.000(Pt.)
Distance from crown to crossfall grade break • 30.500(Pt.)
Slope from gutter to grade break (v/hz) = 0.020
Slope from grade break to crown (v/hz) • 0.020
Street flow is on [l] side(s) of the street
Distance from curb to property line • 10.ooO(Ft.)
Slope from curb to property line (v/hz) • 0.020
Gutter width• l.500(Pt.)
Gutter hike from flowline • l.SOO(In.)
Manning's Hin gutter= 0.0150
Manning's N from gutter to grade break• 0.0150
Manning's H from grade break to crown• 0.0150
Bstimated mean flow rate at midpoint of street• 0.091(CFS)
Depth of flow• 0,093(Pt.), Average velocity• 1.757(Pt/s)
Streetflow hydraulics at midpoint of street travel:
Halfstreet flow width• 1.SOO(Ft.)
Plow velocity• 1.76(Pt/s)
Travel time= 2.66 min. TC= 7.66 min.
Adding area flow to street
Decimal fraction soil group A• 0.000
Decimal fraction soil group B • 0.000
Decimal fraction aoil group c • 0.000
Decimal fraction soil group D • 1.000
[DIDUSTRIAL area type ]
Rainfall intensity• 6.005(In/Hr) for a 100.0 year storm
Bffective runoff coefficient used for total area
(QaltCIA) is C • 0.950 CA• 0.409
SUbarea runoff• 2.378(CFS) for 0.420(Ac.)
Total runoff• 2.453(CPS) Total area• 0.430(Ac.)
Street flow at end of street• 2.453(CPS)
Half street flow at end of street• 2.4S3(CPS)
Depth of flow• 0.270(Pt.), Average velocity• 2.942(Ft/a)
Plow width (from curb towards crown)• 8.732(Ft.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 522.000 to Point/Station 520.000
**** COHPLU'Bl!TCB OF MIHOR STREAMS****
Along Main Str~am number: 2 in normal stream number 2
Stream flow area• 0.430(Ac.)
Runoff from this stream• 2.453(CFS)
Time of concentration= 7.66 min.
Rainfall intensity s 6.005(In/Hr)
Sunmary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 4B.358 5.02 7.889
2 2.453 7.66 6.005
Qmax(l) =
1.000 * 1.000 * 48.358) +
1. 000 * 0.655 * 2.453) + = 49.965
Qmax(2) -0.761 * 1.000 * 48.358) +
1.000 * 1.000 * 2.453) + ... 39.265
Total of 2 streams to confluence:
Flow rates before confluence point:
48.358 2.453
Maximum flow rates at confluence using above data:
49.965 39.265
Area of streams before confluence:
6.440 0.430
Results of confluence:
Total flow rate• 49.965(CFS)
Time of concentration• 5.015 min.
Bffective stream area after confluence= 6. 870 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 520.000 to Point/Station 520.000
**** SUBARBA FLOW ADDITION****
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[INDUSTRIAL area type
group
group
group
group
A•
B =
C •
D =
0.000
0.000
0.000
1.000
Time of concentration• 5.02 min.
Rainfall intensity. 7.889(In/Hr) for a 100.0
Effective runoff coefficient used for total area
(QaKCIA) is C • 0.950 CA• 6.755
SUbarea runoff• 3,318(CFS) for 0. 240 (Ac.)
Total runoff• 53.283(CFS) Total area•
year storm
7 .110 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 520.000 to Point/Station 523.000
**** PIPBFLOW TRAVEL TIMB (User specified size) ****
Upatream point/station elevation• 354.90(Ft.)
(.
•
Downstream point/station elevation• 352.63(Ft.)
Pipe length = 52.SO(Ft.) Manning's N = 0.013
No. of pipes= 1 Required pipe flow = 53.283(CPS)
Given pipe size• 30.00(In.)
Calculated individual pipe flow = 53.283(CFS)
Normal flow depth in pipe= 17.lB(In.)
Flow top width inside pipe• 29.68(In.)
Critical Depth• 28.0S(In.)
Pipe flow velocity• 18.33(Pt/s)
Travel time through pipe• o.os min.
Time of concentration (TC) = 5.06 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 520.000 to Point/Station 523.000
**** COHFLUBNCE OF MINOR STREAMS****
Along Main Stream number: 2 in normal stream number 1
Stream flow area• 7.llO(Ac.)
Runoff from this stream= 53.283(CFS)
Time of concentration• 5.06 min.
Rainfall intensity• 7.84l(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 521.000 to Point/Station 524.000
**** DIITIAL ARBA EVALUATION****
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[IBDUSTRIAL area type
group A=
group B =
group C =
group D •
Initial au.bare& flow distance •
Highest elevation= 373.BO(Ft.)
Lowest elevation• 371.40(Pt.)
0.000
0.000
0.000
1.000
1
80. 00 (Pt.)
Blevation difference• 2.40(Pt.)
Time of concentration calculated by the urban
areas overland flow method (App x-c) • 1.67 min.
TC• [l.8*(1.l-C)*distanceA.5)/(1 slopeA(l/3)]
TC• [1.8*(1.1-0.9500)*( 80.00A.S)/( 3.00A(l/3))-
Setting time of concentration to 5 minutes
Rainfall intensity (I) • 7.904 for a 100.0 year
Effective runoff coefficient used for area (QaKCIA)
Subarea runoff• 0,075(CFS)
Total initial stream area= 0.010(Ac.)
1.67
storm
is C • 0.950
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 524.000 to Point/Station 523.000
**** STRBET PLOW TRAVEL TIMB + SUBARBA PLOW ADDITION****
Top of street segment elevation• 371.400(Ft.)
Bnd of street segment elevation• 367.000(Ft.)
Length of street segment • 320.000(Ft.)
Height of curb above gutter flowline • 6.0(In.)
Width of half street (curb to crown) • 32.000(Pt.)
Diatance from crown to croasfall grade break • 30.SOO(Ft.)
Slope from gutter to grade break (v/hz) • 0.020
Slope from grade break to crown (v/hz) • 0.020
Street flow ia on [l) side(s) of the street
•
Distance from curb to property line = 10.000(Pt.)
Slope from curb to property line (v/hz) • 0.020
Gutter width• l.SOO(Ft.)
Gutter hike from flowline -1.SOO(In.)
Manning's Nin gutter• 0.0150
Manning's N from gutter to grade break• 0.0150
Manning's N from grade break to crown• 0.0150
Estimated mean flow rate at midpoint of street• 0.086(CPS)
Depth of flow• 0.099(Ft.), Average velocity• l.477(Ft/s)
Streetflow hydraulics at midpoint of street travel:
Halfatreet flow width• 1.500(Ft.)
Plow velocity• 1.48(Ft/s)
Travel time• 3.61 min. TC= 8.61 min.
Adding area flow to street
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
[DIDUSTRIAL area type
Rainfall intensity• S.566(In/Hr) for a 100.0 year storm
Effective runoff coefficient used for total area
(Q•KCIA) is C • 0.950 CA• 0.285
Subarea runoff• l.Sll(CFS) for 0.290(Ac.)
Total runoff• 1.586(CPS) Total area• 0.300(Ac.)
Street flow at end of street• 1.586(CPS)
Half street flow at end of street• l.586(CFS)
Depth of flow• 0.254(Pt.), Average velocity• 2.257(Ft/s)
Flow width (from curb towards crown)• 7.948(P't.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 524.000 to Point/Station 523.000
**** CONPLUDJCB OF MDJOR STRBAMS ****
Along Main Stream number: 2 in normal stream number 2
Stream flow area• 0.300(Ac.)
Runoff from thia stream• 1,586(CPS)
Time of concentration• 8.61 min.
Rainfall intensity• 5.566(In/Hr)
SUnnary of stream data:
Stream Plow rate TC Rainfall Intensity
Ho. (CFS) (min) (In/Hr)
1 53.283 5.06 7.841
2 1.586 8.61 5.566
Qmax(l) -1.000 * 1. 000 * 53.283) +
1.000 * 0.588 * 1.586) + -54.216
Qmax(2) ,.
0.710 * 1.000 * 53.283) +
1.000 * 1.000 * 1.586) + • 39.414
Total of 2 streams to confluence:
Plow rates before confluence point:
53.283 1.586
Maximum flow rates at confluence using above data:
54.216 39,414
Area of streams before confluence:
7,110 0.300
•
Results of confluence:
Total flow rate= 54.216(CFS)
Time of concentration= 5.063 min.
Effective stream area after confluence= 7 .410 (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 523.000 to Point/Station 523.000
**** SUBARBA PLOW ADDITION****
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
Decimal fraction soil
[IHDUSTRIAL area type
group A=
group B =
group c =
group D =
0.000
0.000
0.000
1.000
Time of concentration• 5.06 min.
Rainfall intensity= 7.841(In/Hr) for a 100.0
Effective runoff coefficient used for total area
{Q•KCIA) is C = 0.950 CA= 7.258
Subarea runoff• 2.691(CFS) for 0 .230 (Ac.)
Total runoff• 56.907(CFS) Total area•
year storm
7 .HO (Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 523.000 to Point/Station 517.000
**** PIPBFLOW TRAVEL TIMB (User specified size) ****
Upatream point/station elevation• 352.SO(Ft.)
Downstream point/station elevation= 343.SO(Ft.)
Pipe length • 15.74(Ft.) Manning's N ... 0.013
No. of pipes• 1 Required pipe flow = S6.907(CFS)
Given pipe size• 30.00(In.)
calculated individual pipe flow • 56.907(CFS)
Normal flow depth in pipe• 8.71(In.)
Flow top width inside pipe• 27.23(In.)
Critical Depth• 28.43(In.)
Pipe flow velocity• 48.l5(Ft/s)
Travel time through pipe= 0.01 min.
Time of concentration (TC) • 5.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 523.000 to Point/Station 517.000
**** CONFLUBHCB OF MAIR STREAMS****
The following data inaide Main Stream ia listed:
In Main Stream number: 2
Stream flow area• 7.640(Ac.)
Runoff from this stream• 56.907(CFS)
Time of concentration~ 5.07 min.
Rainfall intensity• 7.835(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
Ho. (CFS) (min) (In/Hr)
1 95.834 5.83 7.156
2 56.907 5.07 7.835
Qmax (1) -1. 000 * 1.000 * 95.834) +
•
•
Qmax(2) -
0.913 *
1.000 *
1.000 *
1.000 *
0.869 *
1.000 *
56.907) + •
9S.834) +
56,907) + •
Total of 2 main streams to confluence:
Flow rates before confluence point:
95.834 56.907
147.809
140.176
Maximum flow rates at confluence using above data:
147.809 140.176
Area of streams before confluence:
15.130 7.640
Results of confluence:
Total flow rate• 147.809(CFS)
Time of concentration• 5.833 min.
Bffective stream area after confluence • 22.770(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 517.000 to Point/Station 525.000 **** PIPBFLOW TRAVBL TIMB (User specified size) ****
Upstream point/station elevation• 341.50(Pt.)
Downstream point/station elevation• 333.83(Ft.)
Pipe length = 50.60(Pt.) Manning's N • 0.013
Ho. of pipes• 1 Required pipe flow • 147.809(CFS)
Given pipe size• 54.00(In.)
calculated individual pipe flow • 147.809(CFS)
Normal flow depth in pipe• 16.0B(In.)
Plow top width inside pipe• 49.38(In.)
critical Depth• 42.82(In.)
Pipe flow velocity• 37.21(Pt/s)
Travel time through pipe• 0.02 min.
Time of concentration (TC) • 5.86 min.
Bnd of computation■, total study area= 22.77 (Ac.)
[ .Mllff. DIST. /IOlllJt P(l£S ,,,,., l
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MASTER PLATE C-4 FACIUTIES Pl.AN OF DRAINAGE
APPENDIXB
HYDROLOGY CALCULATIONS
EXISTING CONDITION
X100.RES
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY**************************
* JOB #3911 -LIONSHEAD AVENUE INDUSTRIAL BUILDING, CARLSBAD *
* 100 -YEAR *
* NODES 100-102 *
**************************************************************************
FILE NAME: W:\3911\X100.DAT
TIME/DATE OF STUDY: 15:07 07/07/2021
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION {INCHES)= 3.000
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95
SAN DIEGO HYDROLOGY MANUAL "("-VALUES USED FOR RATIONAL METHOD
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth= 0.00 FEET
as (Maximum Allowable Street Flow Depth) -(Top-of-Curb)
2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/5)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 79
INITIAL SUBAREA FLOW-LENGTH(FEET) = 68.00
UPSTREAM ELEVATION(FEET) = 407.00
DOWNSTREAM ELEVATION(FEET) = 384.00
ELEVATION DIFFERENCE(FEET) = 23.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.512
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.422
SUBAREA RUNOFF(CFS) = 0.22
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.22
****************************************************************************
FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE= 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 384.60 OOWNSTREAM(FEET) =
Page l
381.00
X100.RES
CHANNEL LENGTH THRU SUBAREA(FEET) = 143.00 CHANNEL SLOPE= 0.0252
NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.22
FLOW VELOCITY(FEET/SEC) = 2.38 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 6.51
LONGEST FLOWPATH FROM NODE 100.00 TO NOOE 102.00 = 211.00 FEET.
FLOW PROCESS FROM NOOE 101. 00 TO NODE 102.00 IS CODE a 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
--=-------------=----=---------~-=------===----=••---========~=====-=-=--=---= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.665
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS •c•
S.C.S. CURVE NUMBER (AMC II)= 79
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3000
SUBAREA AREA(ACRES) = 0.45 SUBAREA RUNOFF(CFS) 0.90
TOTAL AREA(ACRES) = 0.6 TOTAL RUNOFF(CFS) = 1.10
TC(MIN.) = 6.51
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 384.60 DOWNSTREAM(FEET) 368.00
CHANNEL LENGTH THRU SUBAREA(FEET) 335.00 CHANNEL SLOPE= 0.0496
CHANNEL FLOW THRU SUBAREA(CFS) = 1.10
FLOW VELOCITY(FEET/SEC) = 3.40 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 8.16
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 546.00 FEET,
****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NOOE 103.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.765
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 79
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3000
SUBAREA AREA(ACRES) 3.60 SUBAREA RUNOFF(CFS) 6.23
TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 7.18
TC(MIN.) = 8.16
=-===-=------==-=ett:"'%:===--"'==.,,=============;:n;:=r==------
•
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
4.2 TC(MIN.) =
7.18
END OF RATIONAL METHOD ANALYSIS
8.16
Page 2
X110.RES
*******************************•********************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY**************************
* TEI #3911 -LIONSHEAD AVENUE INDUSTRIAL BUILDING, CARLSBAD *
* 100-YEAR *
* NODES 110-114 *
**************************************************************************
FILE NAME: W:\3911\Xl10.DAT
TIME/DATE OF STUDY: 10:06 07/07/2021
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES)= 3.000
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE* 0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth= 0.00 FEET
as (Maximum Allowable Street Flow Depth) -(Top-of-Curb)
2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 79
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 409.00
DOWNSTREAM ELEVATION(FEET) = 392.00
ELEVATION DIFFERENCE(FEET) = 17.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.684
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.554
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.20
****************************************************************************
FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) =
Page 1
387.63
Xl10.RES
CHANNEL LENGTH THRU SUBAREA(FEET) = 256.00 CHANNEL SLOPE
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 1.500
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.923
ANNUAL GRASS (ORYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 79
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) =
AVERAGE FLOW DEPTH(FEET) 0.37 TRAVEL TIME(MIN.)
Tc(MIN.) = 7.82
0.77
3.75
1.14
0.0171
SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.15
AREA-AVERAGE RUNOFF COEFFICIENT= 0.300
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.33
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) 4.29
LONGEST FLOWPATH FROM NODE 110.00 TO NOOE 112.00 = 356.00 FEET,
·····•**********************************************************************
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 383.63 DOWNSTREAM(FEET) • 380.91
FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12,000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 12.33
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.33
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 7.84
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 113.00 = 371.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE• 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
========-============-====--=----==-=--cze::::r--:=i=====:=======---=-========
ELEVATION DATA: UPSTREAM(FEET) = 380.91 DOWNSTREAM(FEET) 368.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 320.00 CHANNEL SLOPE= 0.0483
CHANNEL FLOW THRU SUBAREA(CFS) = 1.33
FLOW VELOCITY(FEET/SEC) = 3.18 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 9.52
LONGEST FLOWPATH FROM NOOE 110.00 TO NODE 114.00 = 691.00 FEET.
***••······································································· FLOW PROCESS FROM NODE 113 • 00 TO NODE 114.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
====================================•==============s========:==============s
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.219
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 79
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3000
SUBAREA AREA(ACRES) 2.60 SUBAREA RUNOFF(CFS) 4.07
TOTAL AREA(ACRES) = 3.3 TOTAL RUNOFF(CFS) = 5.24
TC(MIN.) = 9.52
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
3.3 TC(MIN.) •
5.24
9.52
======-====--=======------•=---------z=----------~-=-----------==----
END OF RATIONAL METHOD ANALYSIS
Page 2
X120.RES
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY**************************
* TEI #3911 -LIONSHEAD AVENUE INDUSTRIAL BUILDING, CARLSBAD *
* 100-YEAR *
* NODES 120-124 *
**************************************************************************
FILE NAME: W:\3911\X120.DAT
TIME/DATE OF STUDY: 10:11 07/07/2021
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR} = 100.00
6-HOUR DURATION PRECIPITATION (INCHES)= 3.000
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL} TO USE FOR FRICTION SLOPE= 0.95
SAN DIEGO HYDROLOGY MANUAL •C"-VALUES USED FOR RATIONAL METHOD
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL CXlWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT} (FT) SIDE / SIDE/ WAY (FT} (FT) (FT) (FT) (n)
=== ==== ========= ;;::::============= =
l 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth• 0.00 FEET
as (Maximum Allowable Street Flow Depth} -(Top-of-Curb)
2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 120. 00 TO NODE 121.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
=====u=~==================s=================-=--=== ----==-mr
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
INITIAL SUBAREA FLOW-LENGTH(FEET) = 98.00
UPSTREAM ELEVATION{FEET) = 433.00
DOWNSTREAM ELEVATION(FEET) = 405.00
ELEVATION DIFFERENCE(FEET) = 28.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.204
WARNING: THE MAXIMU-1 OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.878
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
****************************************************************************
FLOW PROCESS FROM NODE 121. 00 TO NODE 122.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 405.00 DOWNSTREAM(FEET) =
Page 1
398.00
X120.RES
CHANNEL LENGTH THRU SUBAREA(FEET) = 242.00 CHANNEL SLOPE
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 1.500
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.286
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.68
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.34
AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) 0.93
Tc(MIN.) = 7.13
0.0289
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS)
0.350
0.88
AREA-AVERAGE RUNOFF COEFFICIENT=
TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.10
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) 4.96
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 122.00 = 340.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 394.00 DOWNSTREAM(FEET) = 381.00
FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 14.31
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) • 1.10
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.18
LONGEST FLOWPATH FROM NOOE 120.00 TO NODE 123.00 380.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE= 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
=========-=-=====-========•======================-
ELEVATION DATA: UPSTREAM(FEET) = 381.00 DOWNSTREAM(FEET) 366.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 490.00 CHANNEL SLOPE= 0.0306
CHANNEL FLOW THRU SUBAREA(CFS) = 1.10
FLOW VELOCITY(FEET/SEC) = 2.67 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 3.06 Tc(MIN.) = 10.23
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 124.00 = 870.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
===-========== -----=-===========---=--------------
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.980
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3500
SUBAREA AREA(ACRES) 1.80 SUBAREA RUNOFF(CFS) 3.14
TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 4.01
TC(MIN.) = 10.23
****************************************************************************
FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.980
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 79
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3211
SUBAREA AREA(ACRES) 3.15 SUBAREA RUNOFF(CFS) 4.71
TOTAL AREA(ACRES) = 5.4 TOTAL RUNOFF(CFS) = 8.71
TC(MIN.) = 10.23
Page 2
-------~=-=--=-=-= END OF STUDY SUMMARY:
TOTAL AREA(ACRES}
PEAK FLOW RATE(CFS}
5.4 TC(MIN.) =
8.71
Xl20.RES
10.23
=======================================================================z==== ============================================================================
END OF RATIONAL METHOD ANALYSIS
Page 3
Xl30.RES
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY**************************
* TEI #3911 -LIONSHEAD AVENUE INDUSTRIAL BUILDING, CARLSBAD
* 100-YEAR
* NODES 130-134
**************************************************************************
FILE NAME: W:\3911\X130.DAT
TIME/DATE OF STUDY: 10:35 07/07/2021
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES)= 3.000
SPECIFIED MINIHUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.95
SAN DIEGO HYDROLOGY MANUAL "("-VALUES USED FOR RATIONAL METHOD
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*
*
*
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n) = ==== ==---= -™-======== ===== ====i-.n ======
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth= 0.00 FEET
as (Maximum Allowable Street Flow Depth) -(Top-of-Curb)
2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/5)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
== ---=z======================================================= ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"'
S.C.S. CURVE NUMBER (AMC II)= 84
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 433.00
DOWNSTREAM ELEVATION(FEET) = 415.70
ELEVATION DIFFERENCE(FEET) = 17.30
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.833
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.24
****************************************************************************
FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 415.70 DOWNSTREAM{FEET) =
Page 1
408.19
X130.RES
CHANNEL LENGTH THRU SUBAREA(FEET) 305.00 CHANNEL SLOPE
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 1.500
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.135
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.36 TRAVEL TIME(MIN.) =
Tc(MIN.) = 7.41
0.88
4.46
1.14
0.0246
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS)
0.350
1.29
AREA-AVERAGE RUNOFF COEFFICIENT=
TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.50
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) 5.05
LONGEST FLOWPATH FROM NODE 130.00 TO NOOE 132.00 = 405.00 FEET.
FLOW PROCESS FROM NOOE 132.00 TO NOOE 133.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==~==============
ELEVATION DATA: UPSTREAM(FEET) = 404.19 DOWNSTREAM(FEET) 382.86
FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) • 17.20
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 1.50
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.46
LONGEST FLOWPATH FROM NODE 130.00 TO NOOE 133.00 = 456.00 FEET.
****************************************************************************
FLOW PROCESS FROM NOOE 133. 00 TO NODE 134.00 15 CODE= 52
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 382.86 DOWNSTREAM(FEET) = 366.00
CHANNEL LENGTH THRU SUBAREA(FEET) = 476.00 CHANNEL SLOPE x 0.0354
CHANNEL FLOW THRU SUBAREA(CFS) = 1.50
FLOW VELOCITY(FEET/SEC) = 3.06 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 10.05
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 134.00 = 932.00 FEET.
****************************************************************************
FLOW PROCESS FROM NOOE 133.00 TO NOOE 134.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.038
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 79
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3109
SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) 3.78
TOTAL AREA(ACRES) = 3.2 TOTAL RUNOFF(CFS) = 5.01
TC(MIN.) = 10.05
****************************************************************************
FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS COOE = 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
-------=:::=::---===----=====-------~c.::::-=====----==---=-«---
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.038
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3306
SUBAREA AREA(ACRES) 3.25 SUBAREA RUNOFF(CF5) 5.73
TOTAL AREA(ACRES) = 6.4 TOTAL RUNOFF(CFS) = 10.74
TC(MIN.) = 10.05
Page 2
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) =
PEAK FLOW RATE(CFS)
6.4 TC(MIN.) =
10.74
END OF RATIONAL METHOD ANALYSIS
X130.RES
10.05
Page 3
PROPOSED CONDITION
100A.RES
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,198S,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
************************** DESCRIPTION OF STUDY**************************
* JOB #3911 -LIONSHEAD AVENUE INDUSTRIAL BUILDING, CARLSBAD
* 100-YEAR
* NODES 100-164
**************************************************************************
FILE NAME: W:\3911\100A.DAT
TIME/DATE OF STUDY: 18:09 08/31/2021
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES)= 3.000
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE= 0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*
* •
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CR05SFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n)
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth= 0.00 FEET
as (Maximum Allowable Street Flow Depth) -(Top-of-Curb)
2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 97
INITIAL SUBAREA FLOW-LENGTH(FEET) =
UPSTREAM ELEVATION(FEET) = 384.16
DOWNSTREAM ELEVATION(FEET) = 381.50
ELEVATION DIFFERENCE(FEET) = 2.66
SUBAREA OVERLAND TIME OF FLOW(MIN.) =
100 YEAR RAINFALL INTENSITY(INCH/HOUR)
NOTE: RAINFALL INTENSITY IS BASED ON Tc
SUBAREA RUNOFF(CFS) 0.69
70.00
2.220
7.904
= 5-MINUTE.
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.69
FLOW PROCESS FROM NODE 101. 00 TO NODE 102.00 IS CODE= 91
»»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<««
UPSTREAM NODE ELEVATION(FEET) = 381.50
DOWNSTREAM NODE ELEVATION(FEET) = 377.40
CHANNEL LENGTH THRU SUBAREA(FEET) 200.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET)
PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION)= 0.02000
MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.904
0.170
Page 1
100A.RES
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 97
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 4.30
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.65
AVERAGE FLOW DEPTH(FEET) = 0.30 FLOOD WIDTH(FEET) = 13.22
"V" GUTTER FLOW TRAVEL TIME(MIN.) 0.91 Tc(MIN.) = 3.13
SUBAREA AREA(ACRES) 1.05 SUBAREA RUNOFF(CFS) = 7.22
AREA-AVERAGE RUNOFF COEFFICIENT= 0.870
TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS)
END OF SUBAREA "V• GUTTER HYDRAULICS:
DEPTH(FEET) = 0.36 FLOOD WIDTH(FEET) 18.52
7.91
FLOW VELOCITY(FEET/SEC.) = 3.92 DEPTH*VELOCITY(FT*FT/SEC) 1.40
LONGEST FLOWPATH FROM NOOE 100.00 TO NODE 102.00 = 270.00 FEET.
FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE= 91
>>>>>COMPUTE •v• GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
UPSTREAM NOOE ELEVATION(FEET) = 377.40
DOWNSTREAM NODE ELEVATION(FEET) = 375.90
CHANNEL LENGTH THRU SUBAREA(FEET) 266.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET)
PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION)= 0.02000
MAXIMUM DEPTH(FEET) = 1.00
100 VEAR RAINFALL INTENSITY(INCH/HOUR) = 7.904
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 97
0.170
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 12.21
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.43
AVERAGE FLOW DEPTH(FEET) = 0.48 FLOOD WIDTH(FEET) = 30.69 ·v· GUTTER FLOW TRAVEL TIME(MIN.) 1.82 Tc(MIN.) = 4.95
SUBAREA AREA(ACRES) 1.25 SUBAREA RUNOFF(CFS) = 8.60
AREA-AVERAGE RUNOFF COEFFICIENT= 0.870
TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS)
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.52 FLOOD WIDTH(FEET) 34.75
16.50
FLOW VELOCITY(FEET/SEC.) = 2.60 DEPTH*VELOCITY(FT*FT/SEC) 1.35
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 536.00 FEET.
FLOW PROCESS FROM NODE 103.00 TO NODE 104,00 IS CODE= 91
»»>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA«<«
UPSTREAM NODE ELEVATION(FEET) = 375.90
DOWNSTREAM NODE ELEVATION(FEET) = 374.93
CHANNEL LENGTH THRU SUBAREA(FEET) 152.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET)
PAVEMENT LIP(FEET) = 0.031 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION)= 0.02000
MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.146
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 97
0.170
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 20.39
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2,84
AVERAGE FLOW DEPTH(FEET) = 0.54 FLOOD WIDTH(FEET) = 37.09
"V" GUTTER FLOW TRAVEL TIME(MIN.) 0.89 Tc(MIN.) = 5.85
SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 7.77
AREA-AVERAGE RUNOFF COEFFICIENT= 0.870
TOTAL AREA(ACRES) = 3.7 PEAK FLOW RATE(CFS)
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.56 FLOOD WIDTH(FEET) 38.65
22.69
FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY(FT*FT/SEC) 1.63
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 688.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 104.00 TO NODE 114.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
Page 2
100A.RES
ELEVATION DATA: UPSTREAM(FEET) = 367.50 DOWNSTREAM(FEET) 362.00
FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 8.26
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 22.69
PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 7.18
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 1348.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 7.18
RAINFALL INTENSITY(INCH/HR) = 6.26
TOTAL STREAM AREA(ACRES) = 3.65
PEAK FLOW RATE(CFS) AT CONFLUENCE= 22.69
****************************************************************************
FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 97
INITIAL SUBAREA FLOW-LENGTH(FEET) = 76.00
UPSTREAM ELEVATION(FEET) = 376.77
DOWNSTREAM ELEVATION(FEET) = 374.90
ELEVATION DIFFERENCE(FEET) = 1.87
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.649
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH= 74.61
(Reference: Table 3-lB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.904
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
SUBAREA RUNOFF{CFS) = 0.48
TOTAL AREA(ACRES) = 0,07 TOTAL RUNOFF(CFS) = 0.48
FLOW PROCESS FROM NODE 111. 00 TO NOOE 112.00 IS CODE= 91
>>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA<<<<<
UPSTREAM NODE ELEVATION(FEET) = 374.90
DOWNSTREAM NODE ELEVATION(FEET) = 373.40
CHANNEL LENGTH THRU SUBAREA(FEET) = 273.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET)
PAVEMENT LIP(FEET) • 0.013 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION)= 0.02000
0.170
MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR)
NOTE: RAINFALL INTENSITY IS BASED ON Tc
GENERAL INDUSTRIAL RUNOFF COEFFICIENT=
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 97
= 7.904
= 5-MINUTE.
.8700
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) = 0.36 FLOOD WIDTH(FEET)
5.05
"V" GUTTER FLOW TRAVEL TIME(MIN.) 2.23 Tc(MIN.) =
SUBAREA AREA(ACRES) = 1,33 SUBAREA RUNOFF(CFS) =
AREA-AVERAGE RUNOFF COEFFICIENT= 0,870
TOTAL AREA(ACRES) = 1,4 PEAK FLOW RATE{CFS)
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) 28.15
2.04
21.12
4.88
9.15
9.63
FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC) 0.99
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 349.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE= 91
>»»COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA«<«
UPSTREAM NODE ELEVATION(FEET) = 373.40
DOWNSTREAM NODE ELEVATION(FEET) = 371.74
Page 3
100A.RES
CHANNEL LENGTH THRU SUBAREA(FEET) = 275.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET)
PAVEMENT LIP(FEET) = 0.013 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION)= 0.02000
MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOIJR) = 6.607
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 97
0.170
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 17.27
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.66
AVERAGE FLOW DEPTH(FEET) = 0.51 FLOOO WIDTH(FEET) = 35.33
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 6.60
SUBAREA AREA(ACRES) = 2.65 SUBAREA RUNOFF(CFS) = 15.23
AREA-AVERAGE RUNOFF COEFFICIENT= 0.870
TOTAL AREA(ACRES) = 4.1 PEAK FLOW RATE(CFS)
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.55 FLOOD WIDTH(FEET) 39,80
23.28
FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH•VELOCITY(FT*FT/SEC) 1.57
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 113.00 = 624.00 FEET.
***•··························································· ............. . FLOW PROCESS FROM NOOE 113.00 TO NODE 114.00 IS CODE• 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 368.00 DOWNSTREAM(FEET) 361.99
FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 29.45
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 23.28
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 6.62
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 649.00 FEET.
FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 6.62
RAINFALL INTENSITY(INCH/HR) = 6.60
TOTAL STREAM AREA(ACRES) = 4.05
PEAK FLOW RATE(CFS) AT CONFLUENCE= 23.28
** CONFLUENCE DATA••
STREAM RUNOFF
NUMBER (CFS)
1 22.69
2 23.28
Tc
(MIN.)
7.18
6.62
INTENSITY
(INCH/HOUR)
6.260
6.598
AREA
(ACRE)
3.65
4.05
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE
STREAM RUNOFF
NUMBER (CFS)
l 44.20
2 44.78
TABLE**
Tc
(MIN,)
6.62
7.18
INTENSITY
(INCH/HOUR)
6.598
6.260
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 44.78 Tc(MIN.) = 7.18
TOTAL AREA(ACRES) = 7.7
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.80 = 1348.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 114,00 TO NODE 115.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 361.99 OOWNSTREAM(FEET) 361.00
FLOW LENGTH(FEET) = 434.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.95
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES 1
Page 4
100A.RES
PIPE-FLOW(CFS) = 44.78
PIPE TRAVEL TIME(MIN.) = 1,22 Tc(MIN.) =
LONGEST FLOWPATH FROM NODE 100.00 TO NODE
8.39
115.00 = 1782.00 FEET.
FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<<
FLOW PROCESS FROM NODE 120. 00 TO NODE 121.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 79
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 409.00
DOWNSTREAM ELEVATION(FEET) = 392.00
ELEVATION DIFFERENCE(FEET) = 17.00
SUBAREA 0\11:RLAND TIME OF FLOW(MIN.) = 6.684
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.554
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CF5) 0.20
FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET)
CHANNEL LENGTH THRU SUBAREA(FEET) 2S6.00 CHANNEL SLOPE
387.63
= 0.0171
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR= 1.500
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.50
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.946
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 79
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) 0.39 TRAVEL TIME(MIN.)
0.91
3.91
Tc(MIN.) = 7,77
SUBAREA AREA(ACRES) = 0.80
AREA-AVERAGE RUNOFF COEFFICIENT
TOTAL AREA(ACRES) = 0.9
SUBAREA RUNOFF(CFS)
0.300
PEAK FLOW RATE(CFS)
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.49 FLOW VELOCITY(FEET/SEC.)
1.09
1.43
1.61
LONGEST FLOWPATH FROM NODE 120,00 TO NODE
4.44
122.00 = 356, 00 FEET,
FLOW PROCESS FROM NODE 122.00 TO NODE 123,00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 376.00 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 5.83
ESTIMATED PIPE DIAMETER(INCH) = 12.00
PIPE-FLOW(CFS) = 1.61
NUMBER OF PIPES
PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) =
1
370.47
LONGEST FLOWPATH FROM NODE 120.00 TO NODE
8.60
123.00 646.00 FEET.
FLOW PROCESS FROM NODE 122.00 TO NODE 123.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.570
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3109
SUBAREA AREA(ACRES) = 0.25 SUBAREA RUNOFF(CFS) 0.49
Page 5
TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF{CFS) =
100A.RES
1.99
TC(MIN.) = 8. 60
FLOW PROCESS FROM NODE 123. 00 TO NODE 124.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 370.45 DOWNSTREAM(FEET)
FLOW LENGTH(FEET) = 193.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.73
ESTIMATED PIPE DIAMETER(INCH) = 12.00
PIPE-FLOW(CFS) = 1.99
NUMBER OF PIPES
PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) =
1
369.48
LONGEST FLOWPATH FROM NOOE 120.00 TO NODE
9.47
124.00 = 839.00 FEET.
FLOW PROCESS FROM NODE 123.00 TO NODE 124.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.237
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3227
SUBAREA AREA(ACRES) 0.50 SUBAREA RUNOFF(CFS) =
TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) =
TC(MIN.) = 9.47
0.92
2.79
****************************************************************************
FLOW PROCESS FROM NOOE 124. 00 TO NODE 134.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NOH-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 369.46 OOWNSTREAM(FEET) = 368.00
FLOW LENGTH(FEET) = 292.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES
PIPE-FLOW VELOCITY(FEET/5EC.) 4.07
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 2.79
PIPE TRAVEL TIME(MIN.) = 1.20 Tc(MIN.) = 10.66
LONGEST FLOWPATH FROM NOOE 120.00 TO NODE 134.00 1131.00 FEET.
FLOW PROCESS FROM NODE 134. 00 TO NODE 134.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.66
RAINFALL INTENSITY(INCH/HR) = 4.85
TOTAL STREAM AREA(ACRES) = 1.65
PEAK FLOW RATE(CFS) AT CONFLUENCE= 2.79
FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SU0AREA ANALYSIS<<<<<
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 433.00
DOWNSTREAM ELEVATION(FEET) = 415.70
ELEVATION DIFFERENCE(FEET) = 17.30
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6,267
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 VEAR RAINFALL INTENSITY(INCH/HOUR) = 6.833
SUBAREA RUNOFF(CFS) 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) 0.24
FLOW PROCESS FROM NODE 131. 00 TO NODE 132.00 IS CODE= 51
>>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
Page 6
100A.RES
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 41S.70 DOWNSTREAM(FEET) 40B.19
CHANNEL LENGTH THRU SUBAREA(FEET) = 305.00 CHANNEL SLOPE= 0.0246
CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.500
MANNING'S FACTOR= 0.015 MAXIMUM DEPTH(FEET) = 1.50
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.135
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
5.C.5. CURVE NUMBER (AMC II)= 84
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) =
TRAVEL TIME THRU SIJBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) = 0.36 TRAVEL TIME(MIN.)
0.88
4.46
Tc(MIN.) = 7.41
SUBAREA AREA(ACRES) 0.60
AREA-AVERAGE RUNOFF COEFFICIENT=
TOTAL AREA(ACRES) = 0.7
SUBAREA RUNOFF(CFS) =
0.350
PEAK FLOW RATE(CFS)
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) 5.05
1.14
1.29
1.50
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 132.00 = 405.00 FEET.
FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
:;;::a'S1:=rm__,_,,.,.,..,._,..,.~,#a::a: e-eee::ee-:::-='.""VT,. ___ crm=a-=-rm=-=====.sm.am
ELEVATION DATA: UPSTREAM(FEET) = 404.19 DOWNSTREAM(FEET) 375.00
FLOW LENGTH(FEET) = 82.00 MANNING'S N = 0.012
ESTI.MATEO PIPE OIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 16.21
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.50
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.49
LONGEST FLOWPATH FROM NODE 130.00 TO NOOE 133.00 = 487.00 FEET.
FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.091
ANHUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) 2.13
TOTAL AREA(ACRES) = 1.7 TOTAL RUNOFF(CFS) = 3.62
TC(MIN.) = 7.49
FLOW PROCESS FROM NOOE 133.00 TO NODE 134.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 375.00 DOWHSTREAM(FEET) 368.00
FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 4.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 15.86
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 3.62
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 7.54
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 134.00 530.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 134.00 TO NODE 134.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 7.54
RAINFALL INTENSITY(INCH/HR) = 6.07
TOTAL STREAM AREA(ACRES) = 1.70
PEAK FLOW RATE(CFS) AT CONFLUENCE= 3.62
Page 7
•• CONFLUENCE DATA**
STREAM RUNOFF
NUMBER (CFS)
1 2. 79
2 3.62
Tc
(MIN.)
10.66
7.54
INTENSITY
(INCH/HOUR)
4.850
6.067
AREA
(ACRE)
1.65
1.70
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
5.59
5.69
TABLE**
Tc
(MIN.)
7.54
10.66
INTENSITY
(INCH/HOUR)
6.067
4.850
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 5.69 Tc(MIN.) = 10.66
TOTAL AREA(ACRES) = 3.4
LONGEST FLOWPATH FROM NOOE 120.00 TO NODE 134.00 =
100A.RES
1131.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 134.00 TO NODE 135.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 367.98 DOWNSTREAM(FEET) 366.0S
FLOW LENGTH(FEET) = 386.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.84
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 5.69
PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 11.99
LONGEST FLOWPATH FROM NOOE 120.00 TO NOOE 135.00 = 1517.00 FEET.
FLOW PROCESS FROM NODE 134.00 TO NODE 135.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 VEAR RAINFALL INTENSITY(INCH/HOUR) = 4.496
ANNUAL GRASS (DRVLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
AREA-AVERAGE RUNOFF COEFFICIENT= 0.3398
SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) 1.65
TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) = 6.72
TC(MIN.) = 11.99
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 8.16 8.87
2 6.72 11.99
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 8.16 Tc(MIN.) = 8.87
FLOW PROCESS FROM NOOE 135.00 TO NODE 136.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 366.03 DOWNSTREAM(FEET) 364.96
FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.32
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 8.16
PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 9.54
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 136.00 = 1730.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<<
••MAINSTREAM CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 8.16 9.54 s.212
AREA
(ACRE)
4.40
Page 8
2 6.72 12.70 4.332 4.40
LONGEST FLOWPATH FROM NODE 120.00 TO NODE 136.00
** MEMORY BANK# 1 CONFLUENCE DATA**
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
1 44.20 7.83
2 44.7B 8.39
LONGEST FLOWPATH FROl'I NODE
** PEAK
STREAM
NUMBER
1
2
3
4
FLOW RATE
RUNOFF
{CFS)
50.90
51.97
49.40
41.00
TABLE **
Tc
(MIN.)
7.83
8.39
9.54
12.70
INTENSITY
(INCH/HOUR)
5.917
5.660
100.00 TO NODE
INTENSITY
(INCH/HOUR)
5.917
5.660
5.212
4.332
AREA
(ACRE)
7.70
7.70
136.00 =
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 51.97 Tc(MIN.) = 8.39
TOTAL AREA(ACRES) = 12.1
100A.RES
1730.00 FEET.
1782.00 FEET.
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE= 12
>>>>>CLEAR MEMORY BANK# 1 <<<<<
FLOW PROCESS FROM NOOE 136.00 TO NODE 136.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.660
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3500
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 84
AREA-AVERAGE RUNOFF COEFFICIENT= 0.6667
SUBAREA AREA(ACRES) 0.40 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 12.5 TOTAL RUNOFF(CFS)
TC(MIN.) = 8.39
NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE
0.79
51.97
****************************************************************************
FLOW PROCESS FROM NODE 136.00 TO NODE 136.00 IS CODE= 10
>>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK# 1 <<<<<
****************************************************************************
FLOW PROCESS FROM NODE 140.00 TO NODE 141.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER {AMC II)= 97
INITIAL SUBAREA FLOW-LENGTH(FEET) = 68.00
UPSTREAM ELEVATION(FEET) = 384.26
DOWNSTREAM ELEVATION{FEET) = 383.14
ELEVATION DIFFERENCE(FEET) = 1.12
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.858
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH= 66.47
(Reference: Table 3-lB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 7.904
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
SUBAREA RUNOFF{CFS) 0.69
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF{CFS) = 0.69
****************************************************************************
FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE= 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION# 1 USED)<<<<<
UPSTREAM ELEVATION(FEET) = 383.14 DOWNSTREAM ELEVATION(FEET) = 379.55
STREET LENGTH(FEET) = 360.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
Page 9
100A.RES
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 3.83
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 12.38
AVERAGE FLOW VELOCITV(FEET/SEC.) 2.45
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 0.94
STREET FLOW TRAVEL TIME(MIN.) = 2.45 Tc(MIN.) 5.31
100 VEAR RAINFALL INTENSITY(INCH/HOUR) = 7.606
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 97
AREA-AVERAGE RUNOFF COEFFICIENT= 0.870
SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) 6.29
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) 6.95
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 15.98
FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26
LONGEST FLOWPATH FROM NODE 140.00 TO NODE 142.00 = 428.00 FEET,
FLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE= 62
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION# 1 USED)<<<<<
UPSTREAM ELEVATION(FEET) = 379.55 DOWNSTREAM ELEVATION(FEET) = 378.10
STREET LENGTH{FEET) = 285.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH{FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
20.00
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 21.05
AVERAGE FLOW VELOCITV{FEET/SEC.) 2.35
PRODUCT OF DEPTH&VELOCITY(FT*FT/5EC.)
STREET FLOW TRAVEL TIME{MIN.) = 2.02
100 VEAR RAINFALL INTENSITY(INCH/HOUR)
GENERAL INDUSTRIAL RUNOFF COEFFICIENT=
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 97
AREA-AVERAGE RUNOFF COEFFICIENT= 0.870
1.27
Tc(MIN.)
= 6.179
.8700
7.32
SUBAREA AREA(ACRES) = 1.05
TOTAL AREA(ACRES) = 2.1
SU8AREA RUNOFF(CFS)
PEAK FLOW RATE{CFS)
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 22.30
9.78
5.64
11.29
FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) 1.37
LONGEST FLOWPATH FROM NODE 140.00 TO NODE 143.00 = 713.00 FEET.
FLOW PROCESS FROM NODE 143.00 TO NODE 144.00 15 CODE= 61
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 378.10 DOWNSTREAM ELEVATION(FEET)
STREET LENGTH(FEET) = 256.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0,012
20.00
Page 10
376.81
100A.RES
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 13.17
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.55
HALFSTREET FLOOD WIDTH(FEET) = 24.41
AVERAGE FLOW VELOCITY(FEET/SEC.) 2.50
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.38
STREET FLOW TRAVEL TIHE(MIN.) = 1.71 Tc(MIN.) 9.03
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5,398
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 97
AREA-AVERAGE RUNOFF COEFFICIENT= 0.870
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 3.76
TOTAL AREA{ACRES) = 2.9 PEAK FLOW RATE(CFS) 13.62
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.56 HALFSTREET FLOOD WIDTH(FEET) = 24.73
FLOW VELOCITY(FEET/SEC.) = 2.52 DEPTH*VELOCITY(FT*FT/SEC.) 1.41
LONGEST FLOWPATH FROM NODE 140.00 TO NODE 144.00 = 969.00 FEET.
FLOW PROCESS FROM NODE 144.00 TO NODE 145.00 IS CODE= 61
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 376.81 DOWNSTREAM ELEVATION(FEET) = 374.90
STREET LENGTH(FEET) = 310.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
INSIDE STREET CROSSFALL(OECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF= 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
20.00
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section= 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
STREETFLOW HODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 24.80
AVERAGE FLOW VELOCITY(FEET/SEC.) 2.89
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)
16.55
STREET FLOW TRAVEL TIME(MIN.) = 1.79
1. 76
Tc(MIN.)
= 4.804
10.82
100 YEAR RAINFALL INTENSITY(INCH/HOUR)
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 97
AREA-AVERAGE RUNOFF COEFFICIENT= 0.870
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS)
TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS)
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 25.66
5.85
17.97
FLOW VELOCITY(FEET/SEC.) = 2.94 DEPTH*VELOCITY(FT*FT/SEC.) 1.83
LONGEST FLOWPATH FROM NODE 140.00 TO NODE 145.00 = 1279.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 145. 00 TO NODE 146.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAH(FEET) = 370.90 DOWNSTREAM(FEET) 370.27
FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.90
ESTIMATED PIPE DIAHETER(INCH) = 18.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 17.97
PIPE TRAVEL TIME(MIN.) = 0.02 Tc(MIN.) = 10.84
LONGEST FLOWPATH FROM NODE 140.00 TO NODE 146.00 = 1295.00 FEET.
Page 11
FLOW PROCESS FROM NODE 146.00 TO NODE
100A.RES
146.00 IS CODE= 81
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.798
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 79
AREA-AVERAGE RUNOFF COEFFICIENT= 0.8215
SUBAREA AREA(ACRES) 0.40 SUBAREA RUNOFF(CFS) 0.58
TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 18.53
TC(MIN.) = 10.84
FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) = 10.84
RAINFALL INTENSITY(INCH/HR) = 4.80
TOTAL STREAM AREA(ACRES) = 4.70
PEAK FLOW RATE(CFS) AT CONFLUENCE= 18.53
FLOW PROCESS FROM NODE 150.00 TO NODE 151.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 97
INITIAL SUBAREA FLOW-LENGTH(FEET) = 88.00
UPSTREAM ELEVATION(FEET) = 377.00
DOWNSTREAM ELEVATION(FEET) = 376.23
ELEVATION DIFFERENCE(FEET) = 0.77
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.282
WARNING: INITIAL SUSAREA FLOW PATH LENGTH IS GREATER THAN
THE MAXIMUM OVERLAND FLOW LENGTH= 57.50
(Reference: Table 3-lB of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.904
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.69
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.69
FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE= 91
>>>>>COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUSAREA<<<<<
UPSTREAM NODE ELEVATION(FEET) = 376.23
DOWNSTREAM NODE ELEVATION(FEET) = 374.59
CHANNEL LENGTH THRU SUBAREA(FEET) = 181.00
"V" GUTTER WIDTH(FEET) = 3.00 GUTTER HIKE(FEET)
PAVEMENT LIP(FEET) = 0.013 MANNING'S N = .0150
PAVEMENT CROSSFALL(DECIMAL NOTATION)= 0.02000
0.170
MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.904
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER (AMC II)= 97
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.)
AVERAGE FLOW DEPTH(FEET) = 0.32 FLOOD WIOTH(FEET)
"V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.26 Tc(MIN.)
3.78
SUBAREA AREA(ACRES) = 0.90 SUSAREA RUNOFF(CFS) =
AREA-AVERAGE RUNOFF COEFFICIENT= 0.870
TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS)
END OF SUBAREA "V" GUTTER HYDRAULICS:
DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) 21.76
2.39
16.33
4.54
6.19
6.88
FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH'"VELOCITY(FT*FT/SEC) 0.97
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 152.00 = 269.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
Page 12
100A.RES
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 370.94 DOWNSTREAM(FEET) 370.27
FLOW LENGTH(FEET) = 223.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 4.19
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 6.88
PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 5.43
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 153.00 = 492.00 FEET.
FLOW PROCESS FROM NODE 153.00 TO NODE 153.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 5.43
RAINFALL INTENSITY(INCH/HR) = 7.49
TOTAL STREAM AREA(ACRES) = 1.00
PEAK FLOW RATE(CFS) AT CONFLUENCE= 6.88
** CONFLUENCE DATA**
STREAM RUNOFF
NUMBER (CFS)
1 18.53
2 6.88
Tc
(MIN.)
10.84
5.43
INTENSITY
(INCH/HOUR)
4.798
7.494
AREA
(ACRE)
4.70
1.00
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK
STREAM
NUMBER
1
2
FLOW RATE
RUNOFF
(CFS)
16.16
22.93
TABLE**
Tc
(MIN.)
5.43
10.84
INTENSITY
(INCH/HOUR)
7.494
4.798
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 22.93 Tc(MIN.) = 10.84
TOTAL AREA(ACRES) = 5.7
LONGEST FLOWPATH FROM NODE 140.00 TO NODE 153.00 = 1295.00 FEET.
FLOW PROCESS FROM NODE 154.00 TO NODE 155.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM{FEET) = 366.27 DOWNSTREAM(FEET) 360.00
FLOW LENGTH(FEET) = 101.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.49
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES= 1
PIPE-FLOW(CFS) = 22.93
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 10.94
LONGEST FLOWPATH FROM NODE 140.00 TO NODE 155.00 = 1396.00 FEET.
*************************************************·•··••...-.··················
FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE= 11
>>>>>CONFLUENCE MEMORY BANK# 1 WITH THE MAIN-STREAM MEMORY<<<<<
**MAINSTREAM CONFLUENCE DATA**
STREAM RUNOFF Tc
NUMBER (CFS) (MIN.)
INTENSITY
(INCH/HOUR)
7.400
4.771
140.00 TO NODE
1 16.16 5.54
2 22.93 10.94
LONGEST FLOWPATH FROM NODE
** MEMORY BANK# 1 CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 50.90 7.83 5.917
2 51.97 8.39 5.660
3 49.40 9.54 5.212
4 41.00 12.70 4.332
LONGEST FLOWPATH FROM NODE 100.00 TO NODE
AREA
(ACRE)
S.70
5.70
155.00 =
AREA
(ACRE)
12.50
12.50
12.50
12.50
155.00 =
1396.00 FEET.
1782.00 FEET.
Page 13
100A.RES
** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 52.14 5.54 7.400
2 67.33 7.83 5.917
3 69.56 8.39 5.660
4 69.40 9.54 5.212
5 68.15 10.94 4.771
6 61.82 12.70 4.332
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 69.56 Tc(MIN.) = 8.39
TOTAL AREA(ACRES) = 18.2
FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE= 12
>>>>>CLEAR MEMORY BANK# 1 <<<<<
FLOW PROCESS FROM NOOE 155.00 TO NODE 163.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTil'IATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UP5TREAM(FEET) = 3S8.00 DOWNSTREAM(FEET) =
FLOW LENGTH(FEET) = 114.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 14.10
ESTIMATED PIPE DIAMETER(INCH) = 33.00
PIPE-FLOW(CFS) = 69.56
NUMBER OF PIPES=
PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) =
1
356.02
LONGEST FLOWPATH FROM NODE 100.00 TO NODE
8.53
163.00 1896.00 FEET.
FLOW PROCESS FROM NODE 163.00 TO NODE 163.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:
TIME OF CONCENTRATION(MIN.) 8.53
RAINFALL INTENSITY(INCH/HR) = 5.60
TOTAL STREAM AREA(ACRES) = 18.20
PEAK FLOW RATE(CFS) AT CONFLUENCE= 69.56
FLOW PROCESS FROM NODE 160.00 TO NOOE 161.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 97
INITIAL SUBAREA FLOW-LENGTH(FEET) =
UPSTREAM ELEVATION(FEET) = 376.20
DOWNSTREAM ELEVATION(FEET) = 374.60
ELEVATION DIFFERENCE(FEET) = 1.60
SUBAREA OVERLAND TIME OF FLOW(MIN.) =
100 YEAR RAINFALL INTENSITY(INCH/HOUR)
NOTE: RAINFALL INTENSITY IS BASED ON Tc
SUBAREA RUNOFF(CFS) 0.34
55.00
2.151
7.904
= 5-MINUTE.
TOTAL AREA(ACRES) = 0.05 TOTAL RUNOFF(CFS) = 0.34
FLOW PROCESS FROM NODE 161.00 TO NOOE 162.00 IS CODE= 61
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
UPSTREAM ELEVATION(FEET) = 374.60 DOWNSTREAM ELEVATION(FEET) = 367.65
STREET LENGTH(FEET) = 108.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 30.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) 20.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.018
OUTSIDE STREET CROSSFALL(DECIMAL) 0.018
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Page 14
100A.RES
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150
Manning's FRICTION FACTOR for Back-of-Walk Flow Section 0.0200
**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) 0.86
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.20
HALFSTREET FLOOD WIDTH(FEET) = 2.00
AVERAGE FLOW VELOCITY(FEET/SEC.) 5.51
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) 1.09
STREET FLOW TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 2.48
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 7.904
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
GENERAL INDUSTRIAL RUNOFF COEFFICIENT= .8700
SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II)= 97
AREA-AVERAGE RUNOFF COEFFICIENT= 0.870
SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 1.03
TOTAL AREA(ACRES) = 0.2 PEAK FLOW RATE(CFS) 1.38
ENO OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 3.28
FLOW VELOCITY(FEET/SEC.) = 4.74 DEPTH*VELOCITY(FT*FT/SEC.) 1.05
LONGEST FLOWPATH FROM NODE 160.00 TO NODE 162.00 = 163.00 FEET.
FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET) = 363.00 DOWNSTREAM(FEET) 356.02
FLOW LENGTH(FEET) = 14.00 MANNING'S N = 0.012
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000
DEPTH OF FLOW IN 12.0 INCH PIPE IS 1.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 17.82
ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES 1
PIPE-FLOW(CFS) = 1.38
PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 2.49
LONGEST FLOWPATH FROM NODE 160.00 TO NODE 163.00 = 177.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 163.00 TO NODE 163.00 IS CODE= 1
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<<
TOTAL NUMBER OF STREAMS= 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 2.49
RAINFALL INTENSITY(INCH/HR) = 7.90
TOTAL STREAM AREA(ACRES) = 0.20
PEAK FLOW RATE(CFS) AT CONFLUENCE= 1.38
** CONFLUENCE DATA**
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 52.14 5.68 7.279 18.20
1 67.33 7.97 5.852 18.20
1 69.56 8.53 5.602 18.20
1 69.40 9.67 5.165 18.20
1 68.15 11.07 4.733 18.20
1 61.82 12.84 4.303 18.20
2 1.38 2.49 7.904 0.20
RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE**
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 51.22 2.49 7.904
2 53.41 5.68 7.279
3 68.35 7.97 5.852
4 70.54 8.53 5.602
5 70.30 9.67 5.165
6 68.98 11.07 4.733
7 62.S7 12.84 4.303
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) 70.54 Tc(MIN.) = 8.53
TOTAL AREA(ACRES) = 18.4
Page 15
100A.RES
LONGEST FLOWPATH FROM NODE 100.00 TO NOOE 163.00 = 1896.00 FEET.
****************************************************************************
FLOW PROCESS FROM NODE 163.00 TO NODE 164.00 IS CODE= 31
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<<
ELEVATION DATA: UPSTREAM(FEET} = 356.02 DOWNSTREAM(FEET}
FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0,012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) 14.25
ESTIMATED PIPE DIAMETER(INCH) = 33,00
PIPE-FLOW(CFS) = 70.54
NUMBER OF PIPES
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.} =
1
355.40
LONGEST FLOWPATH FROM NOOE 100.00 TO NOOE
8.57
164.00 1931.00 FEET.
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) 18.4 TC(MIN.) 8.57
PEAK FLOW RATE(CFS} 70.54
*** PEAK FLOW RATE TABLE***
Q(CFS) Tc(MIN.}
1 51.22 2.53
2 53.41 5.73
3 68.35 8.01
4 70.54 8.57
5 70.30 9.71
6 68.98 11.11
7 62.57 12.88
END OF RATIONAL METHOD ANALYSIS
Page 16
310.RES
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License IO 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-S21-4811
************************** DESCRIPTION OF STUDY**************************
* JOB #3911 -LIONSHEAD AVENUE INDUSTRIAL BUILDING, CARLSBAD
* 100 YEAR
* NODES 300-301
**************************************************************************
FILE NAME: W:\3911\300.DAT
TIME/DATE OF STUDY: 07:35 07/07/2021
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES)= 3.000
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
* *
*
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW ANO STREETFLOW MODEL*
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE/ SIDE/ WAY (FT) (FT) (FT) (FT) (n)
==u:::::=..:===:= =====---=--====== ==== == === =:===== =====
1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth= 0.00 FEET
as (Maximum Allowable Street Flow Depth) -(Top-of-Curb)
2. (Depth)*(Velocity) Constraint= 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT .3000
SOIL CLASSIFICATION IS "C"'
S.C.S. CURVE NUMBER (AMC II)= 79
INITIAL SUBAREA FLOW-LENGTH(FEET) = 40.00
UPSTREAM ELEVATION(FEET) = 377.50
DOWNSTREAM ELEVATION(FEET) = 369.50
ELEVATION DIFFERENCE(FEET) = 8.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.228
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) 7.904
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
SUBAREA RUNOFF(CFS) = 2.02
TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 2.02
-==--==-===-~~=-===-===----==-====----=======
END OF STUDY SUMMARY:
TOTAL AREA(ACRES) =
PEAK FLOW RATE(CFS) =
0.9 TC(MIN.) =
2.02
END OF RATIONAL METHOD ANALYSIS
4.23
Page 1
310.RES
****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes)
Ver. 23.0 Release Date: 07/01/2016 License ID 1435
Analysis prepared by:
THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY**************************
* JOB #3911 -LIONSHEAD AVENUE INDUSTRIAL BUILDING, CARLSBAD *
* 100-YEAR *
* NODES 310-311 *
**************************************************************************
FILE NAME: W:\3911\310.DAT
TIME/DATE OF STUDY: 07:37 07/07/2021
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES)= 3.000
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS{DECIMAL) TO USE FOR FRICTION SLOPE= 0.95
SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD
NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS
FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL*
HALF-CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN-/ OUT-/PARK-HEIGHT WIDTH LIP HIKE FACTOR
NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
===== --=------======-•========= ====== ===== ====== ===:= ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150
GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth= 0.00 FEET
as (Maximum Allowable Street Flow Depth) -(Top-of-Curb)
2. {Depth)*(Velocity) Constraint= 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
****************************************************************************
FLOW PROCESS FROM NODE 310.00 TO NODE 311.00 IS CODE= 21
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
ANNUAL GRASS (DRYLAND) FAIR COVER RUNOFF COEFFICIENT= .3000
SOIL CLASSIFICATION IS "C"
S.C.S. CURVE NUMBER {AMC II)= 79
INITIAL SUBAREA FLOW-LENGTH(FEET) = 28.00
UPSTREAM ELEVATION{FEET) = 382.00
DOWNSTREAM ELEVATION(FEET) = 372.50
ELEVATION DIFFERENCE(FEET) = 9.50
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.537
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY{INCH/HOUR) = 7.904
NOTE: RAINFALL INTENSITY IS BASED ON Tc= 5-MINUTE.
SUBAREA RUNOFF(CFS) = 0.24
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.24
==============================:=============================================
END OF STUDY SUMMARY:
TOTAL AREA(ACRES)
PEAK FLOW RATE(CFS)
0.1 TC(MIN.) =
0.24
3.54
=====-========--=--=====~===================================-====-=====-=---
END OF RATIONAL METHOD ANALYSIS
Page 1
APPENDIXC
HYDRAULIC CALCULATIONS
D
DATE: 7/4/2021
TIME: 11:21
F051SP
WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE l
CARD SECT CHN NO OF AVE PIER HEIGHT l BASE
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL ZR INV Y(l) Y(2) Y(J) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(lO)
DROP
0
CD
CD
CD
18
30
54
4
4
4
1.50
2.50
4.50
F O 5 1 5 P
WATER SURFACE PROFILE -TITLE CARD LISTING
HEADING LINE NO l IS -
EXISTING STORM DRAIN AT STA 13+92.2
HEADING LINE NO 2 IS -
EXISTING CONDITION
HEADING LINE NO 3 IS -
F O 5 l 5 P
WATER SURFACE PROFILE -ELEMENT CARD LISTING
ELEMENT NO l IS A SYSTEM OUTLET • . •
U/S DATA STATION INVERT SECT
1000.00 333.83 54
ELEMENT NO 2 IS A REACH • . • U/S DATA STATION INVERT SECT N
1050.60 341.50 54 0.013
ELEMENT NO 3 IS A JUNCTION • • • • U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
1055.26 343.50 30 54 0 0.013
ELEMENT NO 4 IS A REACH • • •
U/S DATA STATION INVERT SECT N
1071.00 352.50 30 0.013
ELEMENT NO 5 IS A JUNCTION . . • .
U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
1074.50 352.83 30 18 0 0.013
ELEMENT NO 6 IS A REACH • • .
U/S DATA STATION INVERT SECT N
1127.00 354.90 30 0.013
ELEMENT NO 7 IS A JUNCTION • • . .
U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
1130.50 355.23 30 18 0 0.013
ELEMENT NO 8 IS A REACH • . •
U/S DATA STATION INVERT SECT N
1151.25 356.02 30 0.013
ELEMENT NO 9 IS A SYSTEM HEADWORKS • U/S DATA STATION INVERT SECT
1151.25 356.02 30
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
PAGE NO 3
0
PAGE NO 2
w s ELEV
0.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
• • .
Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
90.9 o.o 343.81 0.00 70.00 0.00
RADIUS ANGLE ANG PT MAN H o.oo 0.00 0.00 0
• . • Q3 Q4 INVERT-3 INVERT-4 PHI 3 PHI 4
3.6 o.o 352,83 0.00 90.00 0.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
•
Q3 04 INVERT-3 INVERT-4 PHI 3 PHI 4
4.9 0.0 355.23 0.00 90.00 0.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
w s ELEV
0.00
** WARNING NO. 2 ** -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV ~INV+ DC □
LICENSEE: THIENES ENGINEERING F0515P PAGE l
WATER SURFACE PROFILE LISTING
EXISTING STORM DRAIN AT STA 13+92.2
EXISTING CONDITION
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
**********************************************************************•******************************************************•**•*·
1000.00 333.83 1.487 335.317 147.8 32.24 16.143 351,460 0.00 3.569 4.50 0.00 0.00 0 0.00
11. 48 0.15158 .099016 1.14 l. 340 0.00
1011. 48 335.57 l. 508 337.078 147.8 31. 61 15.520 352.598 0.00 3.569 4.50 o.oo 0.00 0 0.00
22.18 0.15158 .090352 2.00 1.340 0.00
1033.66 338.93 1.561 340.493 147.8 30.14 14.110 354.603 0.00 3.569 4.50 o.oo o.oo 0 0.00
16.94 0,15158 .079183 1.34 1. 340 0.00
1050.60 341.50 l..617 343.117 147.8 28.74 12.829 355.946 o.oo 3.569 4.50 0.00 0.00 0 0.00
JUNCT STR 0.42918 .098423 0.46 o.oo
1055.26 343.50 1.093 344.593 56.9 27.58 11. 812 356.405 0.00 2.371 2.50 0.00 0.00 0 0.00
Page 1
2.10 0.57179 .115950 0.24 0. 723 0.00
1057.36 344.70 1.130 345.830 56.9 26. 39 10.815 356.645 0.00 2.371 2.50 0.00 0.00 0 0.00
2.00 0.57179 .102450 0.20 0. 723 0.00
1059.36 345.85 1.172 347 .019 56.9 25.17 9.834 356.853 0.00 2.371 2.50 0.00 0.00 0 0.00
1. 77 0.57179 .090105 0.16 0. 723 o.oo
1061.13 346.86 1. 216 348 .071 56.9 24.00 8.943 357. 014 0.00 2.371 2.50 0.00 0.00 0 0.00
1.55 0.57179 .079322 0.12 0. 723 0.00
1062.68 347.75 1.263 349.008 56,9 22.88 8.128 357.136 0.00 2.371 2.50 0.00 0.00 0 0.00
1. 38 0.57179 .069876 0.10 0. 723 0.00
1064.06 348.53 1.311 349.843 56.9 21. 81 7.386 357.229 0.00 2 .371 2.50 o.oo o.oo 0 0.00
1.22 0.57179 .061587 0.08 0. 723 0.00
1065.28 349.23 1.362 350.589 56.9 20.80 6. 716 357.305 0.00 2.371 2.50 0.00 0.00 0 0.00
1.07 0.57179 .054349 0.06 0. 723 0.00
0
LICENSEE: THIENES ENGINE.1!:RING F0515P PAGE 2
WATER SURFACE PROFILE LISTING
EXISTING STORM DRAIN AT STA 13+92.2
EXISTING CONDITION
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
************************************************************•······································································
1066.35 349.84 1.416 351.258 56.9 19.83 6.108 357.366 0.00 2.371 2.50 0.00 0.00 0 0.00
0.95 0.57179 .048018 0.05 0. 723 0.00
1067.30 350.39 1.473 351. 859 56.9 18.91 5.553 357.412 0.00 2.371 2.50 0.00 0.00 0 0.00
0.84 0.57179 .042476 0.04 0.723 0.00
1068.14 350.87 1.533 352.399 56.9 18.03 5.047 357.446 0.00 2.371 2.50 o.oo 0.00 0 0.00
0.74 0.57179 .037618 0.03 0. 723 0.00
1068.88 351.29 1. 596 352.886 56.9 17.19 4.589 357.475 o.oo 2.371 2.50 0.00 0.00 0 0.00
0.65 0.57179 . 033377 0.02 0. 723 0.00
1069.53 351.66 1. 664 353.325 56.9 16.39 4.170 357.495 0.00 2.371 2.50 0.00 0.00 0 0.00
0.57 0.57179 .029687 0.02 0. 723 0.00
1070.10 351.98 1.737 353. 720 56.9 15.63 3.792 357.512 0.00 2.371 2.50 0.00 0.00 0 0.00
0.49 0.57179 .026474 0.01 0. 723 o.oo
1070.59 352.26 1. 815 354.078 56.9 14.90 3.447 357.525 o.oo 2.371 2.50 0.00 o.oo 0 0.00
0.41 0.57179 .023698 0.01 0.723 0.00
1071. 00 352.50 1. 901 354.401 56.9 14.20 3.133 357.534 o.oo 2.371 2.50 o.oo 0.00 0 0.00
JUNCT STR 0.09429 .024415 0.09 0.00
1074. 50 352.83 1.691 354.521 53.3 15.09 3.534 358.055 0.00 2.338 2.50 0.00 0.00 0 0.00
5.91 0.03943 .025943 0.15 1. 473 0.00
1080.41 353.06 1. 713 354.776 53.3 14.86 3.430 358.206 0.00 2.338 2.50 0.00 0.00 0 0.00
15.38 0.03943 .024098 0.37 1.473 0.00
1095.79 353.67 1.789 355.459 53.3 14.17 3 .119 358.578 o.oo 2.338 2.50 0.00 0.00 0 0.00
11.21 0.03943 .021538 0 0.24 1.473 0.00
LICENSEE: THIENES ENGINEERING F0515P PAGE 3 WATER SURFACE PROFILE LISTING EXISTING STORM DRAIN AT STA 13+92.2
EXISTING CONDITION
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 ···················••**************************************************************************************************************
1107.00 354 .11 1. 872 355.983 53.3 13.51 2.836 358.819 0.00 2.338 2.50 0.00 0.00 0 0.00
8.25 0.03943 .019343 0.16 1.473 0.00
1115.25 354.44 1.964 356.401 53.3 12.88 2.577 358.978 0.00 2.338 2.50 0.00 0.00 0 0.00
Page 2
6.03 0.03943 .017486 0.11 1.473 o.oo
1121. 28 354.68 2.066 356.741 53.3 12.28 2.343 359.084 o.oo 2.338 2.50 0.00 0.00 0 0.00
4.01 0.03943 .015977 0.06 1.473 0.00
1125.29 354.83 2.185 357.018 53.3 ll.71 2.130 359.148 0.00 2.338 2.50 0.00 o.oo 0 0.00
l. 71 0.03943 .014955 0.03 1.473 o.oo
1127.00 354.90 2.338 357.238 53.3 11.16 1.936 359.174 0.00 2.338 2.50 0.00 0.00 0 0.00
JUNCT STR 0.09429 .014260 0.05 0.00
1130.50 355.23 2.814 358.044 48.4 9.86 1.509 359.553 0.00 2.278 2.50 0.00 0.00 0 0.00
1.78 0.03807 .013924 0.02 1.401 0.00
1132.28 355.30 2.773 358 .071 48.4 9.86 1.509 359.580 0.00 2.278 2.50 0.00 0.00 0 0.00
HYDRAULIC JUMP 0.00
1132.28 355.30 1.798 357.096 48.4 12.81 2.547 359.643 0.00 2.278 2.50 0.00 0.00 0 0.00
4.49 0.03807 .017990 0.08 1.401 0.00
1136. 77 355.47 1.842 357.311 48.4 12.48 2.419 359.730 0.00 2.278 2.50 0.00 0.00 0 0.00
6 .13 0.03807 .016559 0.10 1.401 0.00
1142. 90 355.70 1.930 357.632 48.4 ll. 90 2.198 359.830 0.00 2.278 2.50 0.00 0.00 0 0.00
4.40 0.03807 .014927 0.07 1.401 0.00
1147.30 355.87 2.028 357.897 48.4 11.35 l. 999 359.896 0.00 2.278 2.50 0.00 0.00 0 0.00
2.84 0.03807 .013577 0.04 1.401 0.00
0
LICENSEE: THIENES ENGINEERING F0515P PAGE 4
WATER SURFACE PROFILE LISTING
EXISTING STORM DRAIN AT STA 13+92.2
EXISTING CONDITION
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
***********************************************************************************************************************************
1150.14 355.98 2.140 358.118 48.4 10.82 1.817 359.935 0.00 2.278 2.50 0.00 o.oo 0 0.00
l.ll 0.03807 .012561 O.Ol 1.401 0.00
1151.25 356.02 2.278 358.298 48.4 10.31 1.651 359.949 o.oo 2.278 2.50 0.00 o.oo 0
o.oo□
EXISTING STORM DRAIN AT STA 13+92.2
EXISTING CONDITION
1000.00 .I w C H E R
1002.19
1004.3B
1006.58
1008.77
101.0.96
1013.15 I w C H E R
1015.34
1017.54
1019.73
1021.92
1024.ll
1026.30
1028.50
1030.69
1032.88
1035.07 I w C H E R
1037.26
1039.46
1041.65
1043.84
1046.03
1048.22
1050.42
1052.61 I w C H E JX
1054.80
1056.99 I w X E R
1059.18 I w CH E R
1061. 38 I w X E R
1063.57 I w CH E R
1065.76 I w X E R
1067.95 I w X E R
1070.14 I w X E R
1072.34 I w X E R
1074.53 I w X E R
Page 3
1076.72
1078.91
1081.11
1083.30
1085.49
1087.68
1089.87
1092.07
1094.26
1096.45
1098.64
1100.83
1103.03
1105.22
1107.41
1109 .60
1111.79
1113.99
1116 .18
1118.37
1120.56
1122.75
1124. 95
1127.14
1129.33
1131,52
1133. 71
1135,91
1138 .10
1140.29
1142.48
1144. 67
1146.87
1149.06
1151.25
NOTE S
1. GLOSSARY
333.83
I INVERT ELEVATION
C CRITICAL DEPTH
336.44
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
339.05 341.67 344.28
2. STATIONS FOR POINTS AT A JUMP MAY NOT BE PLOTTED EXACTLY□
I
I
346.89 349.50
Page 4
w X E w CH E
I w X E
I W CH E
I W CH E
I W CH E
I W CH E
I W CH E
I W CH E
I W CH E
I WCH E
I WCH E
I wx E
I XH
I CHW
I CHW
I WCH
I W CH
I WCH
I wx
I WCH
352.11 354.73 357.34
E
E
E
E
E
E
E
E
359.95
R
R
R
R
R
JX
R
R
R
R
R
R
R
JX
R
R
R
R
R
R
R
·o
DATE: 9/3/2021
TIME: 7:13
F0515P
WATER SURFACE PROFILE -CHANNEL DEFINITION LISTING PAGE l
CARD SECT CIIN NO OF AVE PIER HEIGHT l BASE
CODE NO TYPE PIERS WIDTH DIAMETER WIDTH
ZL ZR INV Y(l) Y(2} Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(lO)
DROP
D
CD
CD
CD
18
30
54
4
4
4
1.50
2.50
4.50
F O 5 l 5 P
WATER SURFACE PROFILE -TITLE CARD LISTING
HEADING LINE NO l IS -
EXISTING STORM DRAIN AT STA 13+92.2
HEADING LINE NO 2 IS -
PROPOSED
HEADING LINE NO 3 IS -
CONDITION tw/ +tt.,
F O 5 l 5 p
WATER SURFACE PROFILE -ELEMENT CARD LISTING
ELEMENT NO l IS A SYSTEM OUTLET * • * U/S DATA STATION INVERT SECT
1000.00 333.83 54
ELEMENT NO 2 IS A REACH • • •
U/S DATA STATION INVERT SECT N
1050.60 341.50 54 0.013
ELEMENT NO 3 IS A JUNCTION * • * • U/S DATA STATION INVERT SECT LAT-1 LAT-2 N
1055.26 343.50 30 54 o 0.013
ELEMENT NO 4 IS A REACH • • • U/S DATA STATION INVERT SECT N
1071.00 352.50 30 0,013
ELEMENT NO 5 IS A JUNCTION • * * •
U/S DATA STATION INVERT SECT LAT-l LAT-2 N
1074.50 352.83 30 18 o 0.013
ELEMENT NO 6 IS A REACH * * • U/S DATA STATION INVERT SECT N
1127.00 354.90 30 0.013
ELEMENT NO 7 IS A JUNCTION • . • •
U/S DATA STATION INVERT SECT LAT-l LAT-2 N
1130.50 355.23 30 19 0 0,013
ELEMENT NO 9 IS A REACH * • •
U/S DATA STATION INVERT SECT N
1151.25 356.02 30 0.013
ELEMENT NO 9 IS A SYSTEM HBADWORKS • U/S DATA STATION INVERT SECT
1151.25 356.02 30
NO EDIT ERRORS ENCOUNTERED-COMPUTATION IS NOW BEGINNING
<..(~)
* Q3 04
68.8 0.0
* 03 04
3.6 o.o
•
03 04
4.9 0.0
•
** WARNING NO. 2 ** -WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION
LICENSEE: THIENES ENGINEERING
STATION
EXISTING STORM DRAIN AT
PROPOSED CONDITION
INVERT DEPTH
ELEV OF FLOW
w.s.
ELEV
Q
F0515P
WATER SURFACE PROFILE LISTING
STA 13+92.2
VEL VEL
HEAD
ENERGY
G'R.D.EL.
SUPER CRITICAL
ELEV DEPTH
PAGE NO 3
a
PAGE NO 2
w s ELEV
0.00
RADIUS ANGLE ANG PT MAN H o.oo 0.00 o.oo 0
• •
INVERT-3 INVERT-4 PHI 3 PHI 4
343.81 0.00 70.00 o.oo
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
• .
INVERT-3 INVERT-4 PHI 3 PHI 4
352.83 0.00 90.00 o.oo
RADIUS ANGLE ANG PT MAN H
0.00 0.00 o.oo o . •
INVBRT-3 INVERT-4 PHI 3 PHI 4
355.23 0.00 90.00 0.00
RADIUS ANGLE ANG PT MAN H
0.00 0.00 0.00 0
W S ELEV
0.00
IN HDWKDS, W.S.ELEV •INV+ DC D
HGT/
DIA
BASE/
ID NO,
PAGE l
ZL NO AVBPR
PIER
L/ELEM so SF AVE HF NORM DEPTH ZR
1000.00 333.93 1,455 335.295 147.8 33.21 17.122 352.407 0.00 3.569 4.50 0.00 0.00 0 0.00
27.16 0.15158 .104535 2.84 l.340 0.00
1027.16 337.95 l.498 339.445 147.8 31.89 15.796 355.241 0.00 3.569 4.50 0.00 0.00 0 0.00
23.44 0.15159 .092592 2.17 1.340 0.00
1050.60 341.50 l.551 343.051 147.8 30.41 14.361 357.412 o.oo 3.569 4.50 0.00 0.00 0 o.oo
JUNCT STR 0.42918 .099444 0.46 0.00
1055.26 343.50 1.359 344.859 79.0 28.98 13. 041 357.900 o.oo 2.463 2.50 0.00 0.00 0 0.00
0.70 0.57179 .110478 0.08 0.860 o.oo
1055.96 343.90 1. 373 345.275 79.0 28.60 12.703 357.978 o.oo 2.463 2.50 0.00 0.00 0 0.00
Page 1
2.35 0.57179 .102203 0.24 0.860 o.Oo
1058.31 345.24 1.427 346.669 79.0 27.27 ll.547 358.216 0.00 2.463 2.50 0.00 0.00 0 0.00
2.06 0.57179 .090286 0.19 0.860 0.00
1060.37 346.42 1.484 347.905 79.0 26.00 10.500 358.405 0.00 2.463 2.50 0.00 o.oo 0 0.00
l. 81 0.57179 .079877 0.14 0.860 o.oo
1062.18 347.46 1.545 349,005 79.0 24.79 9.541 358.546 o.oo 2.463 2.50 0.00 0.00 0 0.00
1. 61 0.57179 .070796 0.11 0.860 0.00
1063.79 348.38 1.610 349.986 79.0 23.64 8. 677 358.663 0.00 2.463 2.50 0.00 o.oo 0 0.00
l. 41 0.57179 .062847 0.09 0.860 0.00
1065.20 349.19 l.678 350.863 79.0 22.54 7.888 358.751 0.00 2.463 2.50 0.00 0.00 0 0.00
1.25 0.57179 .055911 0.07 0.860 0.00
1066.45 349.90 l. 752 351. 650 79.0 21.49 7 .172 358.822 0.00 2.463 2.50 0.00 0.00 0 0.00
l.10 0.57179 .049902 0.05 0.860 0.00
D
LICENSEE: THIENES ENGINEERING F0515P PAGF. 2
WATER SURFACE PROFILE LISTING
EXISTING STORM DRAIN AT STA 13+92. 2
PROPOSED CONDITION
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
***********************************************************************************************************************************
1067.55 350.52 l. 832 352.357 79.0 20.49 6.518 358.875 0.00 2.463 2.50 o.oo 0.00 0 0.00
0.95 0.57179 .044707 0.04 0.860 0.00
1068.50 351.07 l. 919 352.992 79.0 19.54 5.926 358.918 0.00 2.463 2.50 0.00 0.00 0 0.00
0.84 0.57179 .040261 0.03 0.860 0.00
1069.34 351.55 2.015 353.564 79.0 18.63 5.388 358.952 0.00 2.463 2.50 0.00 0.00 0 0.00
0. 71 0.57179 .036562 0.03 0.860 0.00
1070.05 351.95 2.125 354.080 79.0 17.76 4.898 358.978 0.00 2.463 2.50 0.00 0.00 0 0.00
0.58 0.57179 .033732 0.02 0.860 0.00
1070.63 352.29 2.258 354.545 79.0 16.93 4.453 358.998 0.00 2.463 2.50 0.00 0.00 0 0.00
0.37 0.57179 .033104 0.01 0.860 0.00
1071. 00 352.50 2.463 354. 963 79.0 16.14 4.046 359.009 0.00 2.463 2.50 0.00 0.00 0 0.00
JUNCT STR 0.09429 . 033719 0.12 0.00
1074.50 352.83 2.993 355.823 75.4 15.36 3.663 359.486 0.00 2.455 2.50 0.00 0.00 0 0.00
52.50 0.03943 .033792 1.77 l.900 0.00
1127. 00 354.90 2.697 357.597 75.4 15.36 3.663 361.260 0.00 2.455 2.50 0.00 0.00 0 o.oo
JUNCT STR 0.09429 .031668 0.11 o.oo
1130. 50 355.23 3.399 358.629 70.5 14.36 3.203 361.832 0.00 2.442 2.50 0.00 0.00 0 0.00
20.75 0.03807 .029543 0.61 l. 820 0.00
1151.25 356.02 3.222 359.242 70.5 14.36 3.203 362.445 0.00 2.442 2.50 0.00 0.00 0 0.000
EXISTING STORM DRAIN AT STA 13+92.2
PROPOSED CONDITION
1000.00 .I w C H E R 1003.09
1006.17
1009.26
1012.35
1015.43
1018.52
1021.61
1024. 69
1027.78 I w 1030.87 C H E R
1033.95
1037.04
1040.13
1043.21
1046.30
Page 2
•
1049.39
1052.47
1055.56
1058.65
1061.73
1064.82
1067.91
1070.99
1074.08
1077.17
1080.26
1083.34
1086.43
1089.52
1092. 60
1095.69
1098.78
1101. 86
1104.95
1108.04
1111.12
1114.21
1117.30
1120.38
1123.47
1126.56
1129.64
1132. 73
1135,82
1138.90
1141.99
1145. 08
1148 .16
1151. 25
333.83
NO T ES
1. GLOSSARY
Is INVERT ELEVATION
C CRITICAL DEPTH
336.69
W WATER SURFACE ELEv.ATION
H HEIGHT OF CHANNEL
E ENERGY GRADE LINE
X CURVES CROSSING OVER
B BRIDGE ENTRANCE OR EXIT
Y WALL ENTRANCE OR EXIT
I w C H
I w X
I w X
I w
I
339.55 342.41 345.28
2. STATIONS FOR POINTS MA JUMP MAY NOT BE PLOTTED EXACTLY□
X w X
I w X
I w
I
I
348.14
Page 3
E JX
E R
E R
E R
E R
E R
X E R
w X E R
w X E R
I w CH E R
I w X E R
I wx E R
I WCH E R
I wx E R
I X E JX
I CHW E R
I xw E JX
I X w E R
I X W E. R
351.00 353.86 356.72 359.58 362.45
STA. &o+oo.00 333. INV.
~
Q
STA. 10+50.06
341.50 INV
STA. 10+55.26
343.50 INV STA. 10+71.00 ~ 352.50 INV
~ STA. 10+74.50
352.83 INV
i5
STA. 11+27.00
354.90 INV
STA. 1 t+J0.50
355.23 INV I~
STA. 11+51 .25
356.02 INV
5
' \ .
@),
\
' \
00
\
\
STO/tl/DffAMFASDIDIT
pc,,_ -
® o.s.
\~~
0
PLAN -UONSHJ
~ Se:..
pg f
selil;l"•40'
ir
SEWER DATA
t1III: 0£1.T,lJ.,...,ING RAIXUS LENG1H REMolRICS
I N ;r, r IU./11 16 -z ~#lrlif,o --I . . , 11 ••• r . .
' -. C /Jr ·--TT.II . .
STORM DRAIN DATA
REMolA<S
.10• ,C:, ... I JSlrlJ •
JD I/IC7 ... 1.J»..IJ . -
,,, "" .. ' ,,, no, ,.
S,«,oQSll-1)
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N 117 .... tJSl>-,0•
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SEE !MET'o;. f f1)fl S1.IFACEltlflt1IODfT"-Nf$
SEE SIEET _... JI flJlt -~ SllFtNC flUNS
CAfJT10N !I
cr,(IRACTar TD ~ THC £)(,fCT
LOCA 1XN £T DJS!INC 1/11/TES N TIE IElb PRIM TD C(JNS11l(JCTl<N
STOHi,( DRAIN CROSSING
STA. 15+30.J5
st:Al£: /0/U. -,._.,
ior -,·. r
1JflmJ
ElECTNONlC 1M TA FUS A/IE FOii lllFfl/ENCC
Oil Y ~ ME NOT 10 IE USED FOIi HCRJZO/ITAL
al 'tERTICAI. 'SIR'tCY t:afm«
.,_
-r. J i
._
APPENDIXD
FLOOD ROUTING CALCULATIONS
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 9/1/21
HYDROGRAPH FILE NAME Textl
TIME OF CONCENTRATION 8 MIN.
6 HOUR RAINFALL 3 INCHES
BASIN AREA 18.19 ACRES
RUNOFF COEFFICIENT 0.87
PEAK DISCHARGE 69.6 CFS
TIME (MIN) 0 DISCHARGE (CFS) 0
TIME (MIN) 8 DISCHARGE (CFS) 0
TIME (MIN) -16 DISCHARGE (CFS) -2.8
TIME (MIN) 24 DISCHARGE (CFS) = 2.9
TIME (MIN) 32 DISCHARGE (CFS) = 3
TIME (MIN) = 40 DISCHARGE (CFS) 3.1
TIME (MIN) 48 DISCHARGE (CFS) = 3.2
TIME (MIN) = 56 DISCHARGE (CFS) 3.3
TIME (MIN) -64 DISCHARGE (CFS) -3.5
TIME (MIN) 72 DISCHARGE (CFS) = 3.6
TIME (MIN) 80 DISCHARGE (CFS) 3.8
'T'T~ (MIN) = 88 DISCHARGE (CFS) = 4
TIME (MIN) = 96 DISCHARGE (CFS) -4.2
TIME (MIN) 104 DISCHARGE (CFS) 4.4
TIME (MIN) 112 DISCHARGE (CFS) 4.7
TIME (MIN) -120 DISCHARGE (CFS) -5
TIME (MIN) 128 DISCHARGE (CFS) = 5.4
TIME (MIN) -136 DISCHARGE (CFS) = 5.8
TIME (MIN) = 144 DISCHARGE (CFS) -6.4
TIME (MIN) = 152 DISCHARGE (CFS) 7.2
TIME (MIN) 160 DISCHARGE (CFS) 8.3
TIME (MIN) = 168 DISCHARGE (CFS) • 9.8
TIME (MIN) 176 DISCHARGE (CFS) 12.5
TIME (MIN) = 184 DISCHARGE (CFS) = 18.3
TIME (MIN) -192 DISCHARGE (CFS) .. 69.6
TIME (MIN) = 200 DISCHARGE (CFS) -48.5
TIME (MIN) = 208 DISCHARGE (CFS) 14.7
TIME (MIN) = 216 DISCHARGE (CFS) 10.9
TIME (MIN) = 224 DISCHARGE (CFS) .. 8.9
TIME (MIN) = 232 DISCHARGE (CFS) 7.7
TIME (MIN) = 240 DISCHARGE (CFS) = 6.8
TIME (MIN) = 248 DISCHARGE (CFS) .. 6.1
TIME (MIN) -256 DISCHARGE (CFS) -5.6
TIME (MIN) 264 DISCHARGE (CFS) = 5.2
TIME (MIN) -272 DISCHARGE (CFS) = 4.8
TIME (MIN) 280 DISCHARGE (CFS) = 4.5
TIME (MIN) = 288 DISCHARGE (CFS) = 4.3
TIME (MIN) 296 DISCHARGE (CFS) 4.1
TIME (MIN) = 304 DISCHARGE (CFS) -3.9
TIME (MIN) = 312 DISCHARGE (CFS) = 3.7
TIME (MIN) -320 DISCHARGE (CFS) 3.5
TIME (MIN) • 328 DISCHARGE (CFS) 3.4
TIME (MIN) = 336 DISCHARGE (CFS) 3.3
TIME (MIN) = 344 DISCHARGE (CFS) 3.2
TIME (MIN) = 352 DISCHARGE (CFS) 3.1
TIME (MIN) 360 DISCHARGE (CFS) .. 3
TIME (MIN) "' 368 DISCHARGE (CFS) = 0
TIME (MIN) = 376 DISCHARGE (CFS) 0
TIME (MIN) -384 DISCHARGE (CFS) = 0
TIME (MIN) = 392 DISCHARGE (CFS) -0
TIME (MIN) = 400 DISCHARGE (CFS) 0
TIME (MIN) = 408 DISCHARGE (CFS) = 0
TIME (MIN) 416 DISCHARGE (CFS) a 0
TIME (MIN) 424 DISCHARGE (CFS) -0
TIME (MIN) = 432 DISCHARGE (CFS) -0
TIME (MIN) -440 DISCHARGE (CFS) -0
• ' .
Elevation
(ft)
361.00
361.10
361.20
361.30
361.40
361.50
361.60
361.70
361.80
361.90
362.00
36210
36220
362.30
362.40
36250
362.60
362.70
362.80
362.90
363.00
363.10
363.20
363.30
363.40
363.50
363.(i()
363.70
363.80
363.90
364.00
364.10
364.20
364.30
364.40
364.50
364.60
364.70
364.80
364.90
365.00
365.10
365.20
365.30
365.40
365.50
365.60
365.70
365.80
365.90
366.00
366.10
Lionshead -Carlsbad
Rating Curve for Pump / Vault
to Pump
Stage Area Storage Discharge
(ft) (ac) (ac-ft) (cfs)
0.00 0.166025 0.000000 0.20
0.10 0.166025 0.CXXXl43 0.20
0.20 0.166025 0.000242 0.20
0.30 0.166025 0.000663 020
0.40 0.166025 0.001351 0.20
0.50 0.166025 0.002346 020
0.(i() 0.166025 0.003677 0.20
0.70 0.166025 0.005370 0.20
0.80 0.166025 0.007448 0.20
0.90 0.166025 0.009931 0.20
1.00 0.166025 0.012836 0.20
1.10 0.166025 0.016176 0.20
1.20 0.166025 0.019965 0.20
1.30 0.166025 0.023193 0.20
1.40 0.166025 0.027037 0.20
150 0.166025 0.031852 0.20
1.60 0.166025 0.037713 020
1.70 0.166025 0.044692 0.20
1.80 0.166025 0.052854 0.20
1.90 0.166025 0.061166 0.20
2.00 0.166025 0.070135 0.20
2.10 0.166025 0.079843 0.20
2.20 0.166025 0.090149 0.20
2.30 0.166025 0.100%3 0.20
2.40 0.166025 0.112218 0.20
2.50 0.166025 0.1238(,() 0.20
2.(i() 0.166025 0.135844 0.20
2.70 0.166025 0.148127 0.20
2.80 0.166025 0.160674 0.20
2.90 0.166025 0.173452 0.20
3.00 0.166025 0.186428 0.20
3.10 0.166025 0.199573 0.20
320 0.166025 0.212859 0.20
3.30 0.166025 0.226258 0.20
3.40 0.166025 0.239745 020
3.50 0.166025 0.253294 0.20
3.(i() 0.166025 0.266879 0.20
3.70 0.166025 0.280475 0.20
3.80 0.166025 0.294057 0.20
3.90 0.166025 0.307598 0.20
4.00 0.166025 0.321074 0.20
4.10 0.166025 0.334457 0.20
4.20 0.166025 0.347719 0.20
4.30 0.166025 0.3(i()832 0.20
4.40 0.166025 0.373763 0.20
4.50 0.166025 0.386480 0.20
4.60 0.166025 0.398943 0.20
4.70 0.166025 0.411108 0.20
4.80 0.166025 0.422919 0.20
4.90 0.166025 0.434295 0.20
5.00 0.166025 0.445055 0.20
5.10 0.166025 0.455075 0.20
to Vault
Discharge
Ccfs)
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
Elevation
(ft)
366.20
366.30
366.40
366.50
366.60
366.70
366.80
366.90
367.00
367.10
367.20
36730
367.40
367.50
367.60
367.70
367.80
367.90
368.00
368.10
368.20
368.30
368.40
368.50
368.60
368.70
368.80
368.90
369.00
369.10
369.20
369.30
369.40
369.50
369.60
369.70
369.80
369.90
370.00
370.10
370.20
370.30
370.40
370.50
370.60
370.70
370.80
370.90
371.00
Lionshead -Carlsbad
Rating Curve for Pump / Vault
to Pump
Stage Area Storage Discharge
(ft) (ac) (ac-ft) (cfs)
5.20 0.166025 0.464855 0.20
5.30 0.166025 0.474366 0.20
5.40 0.166025 0.483578 0.20
5.50 0.166025 0.492454 0.20
5.60 0.166025 0..500)57 0.20
5.70 0.166025 0.500040 0.20
5.80 0.166025 0.516673 020
5.90 0.166025 0.523881 0.20
6.00 0.166025 0.530628 020
6.10 0.166025 0.536810 0.20
620 0.166025 0.542155 0.20
6.30 0.166025 0.54(,()85 0.20
6.40 0.166025 0.549946 0.20
6.50 0.166025 0.553854 0.20
6.60 0.166025 0.557179 0.20
6.70 0.166025 0.560393 020
6.80 0.166025 0.563243 0.20
6.90 0.166025 0.565308 0.20
7.00 0.166025 0.567361 0.20
7.10 0.166025 0.569508 0.20
720 0.166025 0.571733 020
7.30 0.166025 0.574024 0.20
7.40 0.166025 0.576368 0.20
7.50 0.166025 0.578755 020
7.60 0.166025 0.581175 020
7.70 0.166025 0.583618 0.20
7.80 0.166025 0.58fi075 0.20
7.90 0.166025 0.588537 0.20
8.00 0.166025 0.59()()95 0.20
8.10 0.166025 0.593441 0.20
8.20 0.166025 0.595864 0.20
8.30 0.166025 0.598256 0.20
8.40 0.166025 0.600607 0.20
8.50 0.166025 0.602905 0.20
8.60 0.166025 0.605140 0.20
8.70 0.166025 0.607299 0.20
8.80 0.166025 0.609365 0.20
8.90 0.166025 0.611323 0.20
9.00 0.166025 0.613146 0.20
9.10 0.166025 0.614801 0.20
9.20 0.166025 0.616212 0.20
9.30 0.166025 0.617263 020
9.40 0.166025 0.618245 0.20
9.50 0.166025 0.619165 0.20
9.60 0.166025 0.620010 0.20
9.70 0.166025 0.620767 0.20
9.80 0.166025 0.621417 0.20
9.90 0.166025 0.621926 0.20
10.00 0.166025 0.622208 0.20
Note: Discharge to Vault calculated by SDHM31
to Vault
Discharge
(cfs)
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
11.121500
15.728180
19.263010
22.243010
24.868450
27.242020
29.424740
31.456370
33364520
35.169300
36.885870
38526030
40.()()9170
41.612870
43.073410
44.486030
45.855150
47.184560
48.477530
49.736900
50.965150
52.164500
53.336880
54.484040
55.607540
56.708790
57.789050
58.849490
59.891150
60.915010
' '
Lionshead -Carlsbad
Rating Curve for Underground Storage Vault
Riser Riser
Elevation Stage Area Storage Discharge Discharge
(ft) (ft) (ac) (ac-ft) (cfs) (cfs)
358.00 0.00 0.216001 O.<XXJOOO 0.000000 0.000000
358.10 0.10 0.216001 0.020307 0.013408 0.013408
35820 0.20 0.216001 0.040614 0.018962 0.018962
358.30 0.30 0.216001 0.060021 0.023224 0.023224
358.40 0.40 0.216001 0.081228 0.026816 0.026816
358.50 0.50 0.216001 0.101535 0.029982 0.029982
358.60 0.60 0.216001 0.121842 0.032843 0.032843
358.70 0.70 0.216001 0.142149 0.035475 0.035475
358.80 0.80 0.216001 0.162455 0.037924 0.037924
358.90 0.90 0.216001 0.182762 0.040225 0.040225
359.00 1.00 0.216001 0203069 0.042401 0.042401
359.10 1.10 0.216001 0.223376 0.044470 0.044470
359.20 1.20 0.216001 0.243683 0.046448 0.046448
359.30 1.30 0.216001 0.263990 0.048344 0.048344
359.40 1.40 0.216001 0.284297 0.050169 0.050169
359.50 150 0.216001 0.304604 0.051930 0.051930
359.60 1.60 0.216001 0.324911 0.053633 0.053633
359.70 1.70 0.216001 0.345218 0.055284 0.055284
359.80 1.80 0.216001 0.365525 0.056887 0.056887
359.90 1.90 0.216001 0.385832 0.058446 0.058446
360.00 2.00 0.216001 0.406139 0.059964 0.059964
360.10 2.10 0.216001 0.426446 0.061445 0.061445
36020 2.20 0.216001 0.446753 0.062891 0.062891
360.30 2.30 0.216001 0.467059 0.064304 0.064304
360.40 2.40 0.216001 0.487366 0.065687 0.065687
36050 250 0.216001 0.507673 0.067042 0.067042
360.60 2.60 0.216001 0527980 0.068370 0.068370
360.70 270 0.216001 0.548287 0.069672 0.069672
360.80 2.80 0.216001 0568594 0.070950 0.070950
360.90 290 0.216001 0588901 0.072206 0.072206
361.00 3.00 0.216001 0.609208 0.073441 0.073441
361.10 3.10 0.216001 0.629515 0.074655 0.074655
361.20 3.20 0.216001 0.649822 0.075849 0.075849
361.30 3.30 0.216001 0.670129 0.077025 0.077025
361.40 3.40 0.216001 0.690436 0.078184 0.078184
361.50 3.50 0.216001 0.710743 0.079325 0.079325
361.60 3.60 0.216001 0.731050 0.080450 0.080450
361.70 3.70 0.216001 0.751357 0.081560 0.081560
361.80 3.80 0.216001 0.771663 0.082655 0.082655
361.90 3.90 0.216001 0.791970 0.083735 0.083735
362.00 4.00 0.216001 0.812277 0.084802 0.084802
362.10 4.10 0.216001 0.832584 0.085856 0.085856
362.20 4.20 0.216001 0.852891 0.086896 0.086896
362.30 4.30 0.216001 0.873198 0.087925 0.087925
367.40 4.40 0.216001 0.893505 0.088941 0.088941
36250 4.50 0.216001 0.913812 0.089946 0.089946
362.60 4.60 0.216001 0.934119 0.090940 0.090940
362.70 4.70 0.216001 0.954426 0.091923 0.091923
362.80 4.80 0.216001 0.974733 0.092896 0.092896
36290 4.90 0.216001 0.995040 0.093859 0.093859
363.00 5.00 0.216001 I.015347 0.094812 0.094812
363.10 5.10 0.216001 1.035654 0.095755 0.095755
Lionshead -Carlsbad
Rating Curve for Underground Storage Vault
Riser Riser
Elevation Stage Area Storage Discharge Discharge
(ft) (ft) (ac) (ac-ft) (cfs) (cfs)
363.20 5.20 0216001 1.055961 0.096689 0.006689
36330 5.30 0216001 I.f1762f,7 0.007615 0.O'J7615
363.40 5.40 0216001 1.006574 0.008531 0.008531
363.50 5.50 0216001 1.116881 0.()()9439 0.O'J9439
363.60 5.60 0216001 1.137188 0.100339 0.100339
363.70 5.70 0.216001 1.157495 0.101231 0.101231
363.80 5.80 0216001 J.177802 0.102115 0.102115
363.90 5.90 0.216001 1.198100 0.102992 0.102992
364.00 6.00 0.216001 1218416 0.103861 0.103861
364.10 6.10 0.216001 1.238723 0.104723 0.104723
364.20 620 0.216001 1.259030 0.105578 0.105578
36430 630 0.216001 1.279337 0.106426 0.106426
364.40 6.40 0216001 1.299644 0.1(17267 0.1(17267
364.50 6.50 0.216001 1.319951 0.108102 0.108102
364.60 6.60 0.216001 1.340258 0.108930 0.108930
364.70 6.70 0.216001 1.360565 0.100752 0.1()()752
364.80 6.80 0.216001 1.380871 0.110569 0.110569
364.90 6.90 0.216001 I.401178 0.111379 0.111379
365.00 7.00 0.216001 1.421485 0.112183 0.112183
365.10 7.10 0.216001 1.441792 0.112981 0.112981
365.20 7.20 0.216001 1.462009 0.113774 0.113774
365.30 7.30 0216001 1.482406 0.114561 0.114561
365.40 7.40 0216001 1.502713 0.115343 0.115343
365.50 7.50 0.216001 1.523020 0.116120 0.116120
365.60 7.60 0216001 1.543327 0.116892 0.116892
365.70 7.70 0216001 1.563634 0.117658 0.117658
365.80 7.80 0.216001 1.583941 0.118420 0.118420
365.90 7.90 0.216001 1.604248 0.119177 0.119177
366.00 8.00 0.216001 1.624555 0.119928 0.119928
366.10 8.10 0.216001 1.644862 0.120676 0.120676
366.20 820 0216001 1.665169 0.121418 0.121418
36630 8.30 0.216001 1.685475 0.122156 0.122156
366.40 8.40 0.216001 1.705782 0.122890 0.122890
366.50 8.50 0.216001 1.726089 0.123619 0.123619
366.60 8.60 0216001 1.746396 0.124344 0.124344
366.70 8.70 0.216001 1.766703 0.125065 0.125065
366.80 8.80 0.216001 1.787010 0.125782 0.125782
366.90 8.90 0216001 1.8f17317 0.126495 0.126495
367.00 9.00 0.216001 1.827624 0.127203 0.127203
367.10 9.10 0.216001 I.847931 1.637690 1.637690
367.20 9.20 0216001 ).868238 4.395008 4.395008
36730 930 0216001 1.888545 7.957487 7.957487
367.40 9.40 0.216001 1.908852 12.155940 12.155940
367.50 9.50 0216001 1.929159 16.876890 16.876890
367.60 9.60 0.216001 1.949466 22.024800 22.024800
367.70 9.70 0.216001 1.969772 27.509280 27.509280
367.80 9.80 0.216001 1.990079 33239860 33.239860
367.90 9.90 0.216001 2.010386 39.124220 39.124220
368.00 10.00 0.216001 2030693 45.068110 45.068110
Note: Riser Discharge calculated by SDHM31
l*n***********•******~***********•******** ···············*·~-·-·················· ... .. .. " • FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * • JUN 1998 * * HYDROLOGIC ENGINEERING CENTER • ... VERSION 4.1 * * 609 SECOND STREET .. ., • * DAVIS, CALIFORNIA 95616 .. .. RUN DATE 03SEP21 TIME 12:00:00 * * (916) 756-1104 .,
* * • * ***************************************** •••••••••••••••••••••••••••••••••••••••
X X xxxxxxx xxxxx X
X X X X X xx
X X X X X xxxxxxx xxxx X xxxxx X
X X X X X
X X X X X X
X X xxxxxxx xxxxx XXX
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECl (JAN 73), HEClGS, HEClDB, AND HEClKW.
THE DEFINITIONS OF VARIABLES -RTIMP-AND -RTIOR-HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK-ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS! DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULATION, DSS!WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
1
1 HEC-1 INPUT PAGE 1
LINE IO ....... 1 .. , .... 2 ..•.... 3 ....... 4 ....... 5 •...•.• 6 ....... 7 ....... 8 •....•. 9 ...... 10
*DIAGRAM 1 IO LIONSHEAD -CARLSBAD 2 IO PROPOSED CONDITION 3 IO HYDROLOGIC ANALYSIS -100-YEAR "** FREE *** 4 IT 4 0 0 111 5 IO 0 2 6 IN 4
7 KK SITE 8 QI o.o 0.0 0.0 1.4 2.8 2.9 2.9 3.0 3.0 3.1 9 QI 3.1 3.2 3.2 3.3 3.3 3.4 3.5 3.6 3.6 3.7 10 QI 3.8 3.9 4.0 4.1 4.2 4.3 4.4 4.6 4.7 4.9 11 QI 5.0 5.2 5.4 5.6 5.8 6.1 6.4 6.8 7.2 7.8 12 QI 8.3 9.1 9.8 11.2 12.5 15.4 18.3 44.0 69.6 59.1 13 QI 48.5 31.6 14.7 12.8 10.9 9.9 8.9 8.3 7.7 7.3 14 QI 6.8 6.5 6.1 5,9 5,6 5.4 5.2 5,0 4.8 4.7 15 QI 4.5 4.4 4.3 4.2 4.1 4.0 3.9 3.8 3.7 3.6 16 QI 3.5 3.S 3,4 3.4 3.3 3.3 3.2 3,2 3,1 3.1 17 QI 3.0 1.5 0.0 0.0 o.o 0 0 0.0 o.o 0.0 18 QI o.o 0.0 o.o o.o o.o 0.0 0.0 0.0 0.0 0.0 19 QI o.o o.o 20 BA 0.0004
21 KK VAULT 22 KO 1 2 23 RS 1 ELEV 0.00 24 sv 0.00 0.20 0.41 0.61 0.81 1.02 1.22 1.42 1.62 1.83 25 sv 1.85 1.87 1.89 1.91 1.93 1.95 1,97 1.99 2.01 2.03 26 SQ o.oo 0.08 0.12 0.15 0.17 0.19 0.21 0.22 0.24 0.25 27 SQ 3.28 8.79 15.91 24.31 33.75 44.05 55.02 66.48 78.25 90.14 28 SE 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 9.00 29 SE 9.10 9.20 9.30 9.40 9.50 9.60 9.70 9.80 9.90 10.00 30 zz
2
.
1
INPUT LINE
SCHEMATIC DIAGRAM OF STREAM NETWORK
(--->) DIVERSION OR PUMP FLOW
NO.
(V) ROUTING
(,) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW
7 SITE
V
V 21 VAULT
(***) RUNOFF ALSO COMPUTED AT THIS LOCATION
3
!******************************~**********
* ..
* FLOOD HYDROGRAPH PACKAGE (HEC-1) • * JUN 1998 * * VERSION 4.1 •
* *
" RUN DATE 03SEP21 TIME 12:00:00 • * * *****************************"***********
5 IO
IT
LIONSHEAO -CARLSBAD PROPOSED CONDITION
HYDROLOGIC ANALYSIS -100-YEAR
OUTPUT CONTROL VARIABLES IPRNT 0
IPLOT 2
QSCAL 0.
DATA
PRINT CONTROL
PLOT CONTROL HVDROGRAPH PLOT SCALE
HYDROGRAPH TIME NMIN IDATE
ITIME
4 1 0
0000
111 1 0
0720 19
MINUTES IN COMPUTATION INTERVAL STARTING DATE
NQ NDDATE
NDTIME ICENT
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE ENDING TIME CENTURY MARK
COMPUTATION INTERVAL
TOTAL TIME BASE .07 HOURS 7.33 HOURS
ENGLISH UNITS DRAINAGE AREA PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW STORAGE VOLUME SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET CUBIC FEET PER SECOND ACRE-FEET
ACRES
DEGREES FAHRENHEIT
4
***********************••··············
" • " U.S. ARMY CORPS OF ENGINEERS • * HYDROLOGIC ENGINEERING CENTER • * 609 SECOND STREET * * DAVIS, CALIFORNIA 95616 * • (916} 756-1104 * * * ··················*********************
*** *** *** *** *** *** *** *** ••• *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** "** *** *** *** *** *** *** *** *** .:
**************
* * 7 KK * SITE * * • ••••••••••••••
6 IN TIME DATA FOR INPUT TIME SERIES JXMIN 4 TIME INTERVAL IN MINUTES JXDATE 1 0 STARTING DATE lXTIME 0 STARTING TIME
SUBBASIN RUNOFF DATA
20 BA SUBBASIN CHARACTERISTICS TAREA .00 SUBBASIN AREA
***
********•«**********************************************************•*******••············••***************************************
HYDROGRAPH AT STATION SITE
*************************************************************************************************************~•·············•**~*** * • tr DA MON HRMN ORD FLOW tr DA MON HRMN ORD FLOW * DA MON HRMN ORD FLOW * DA MON HRMN ORD FLOW * * * 1 0000 1 o. * 1 0152 29 5. * 1 0344 57 9. * 1 0536 85 3. 1 0004 2 0. * 1 0156 30 5. * 1 0348 58 8. * 1 0540 86 3. 1 0008 3 o. * 1 0200 31 5. * 1 0352 59 8. * 1 0544 87 3. 1 0012 4 1. * 1 0204 32 5. * 1 0356 60 7. * 1 0548 88 3. 1 0016 5 3. * 1 0208 33 s. * 1 0400 61 7. * 1 0552 89 3. 1 0020 6 3. * 1 0212 34 6. * 1 0404 62 7. * 1 0556 90 3. 1 0024 7 3. * 1 0216 35 6. * 1 0408 63 6. * 1 0600 91 3. 1 0028 8 3. * 1 0220 36 6. * 1 0412 64 6. * 1 0604 92 2. 1 0032 9 3. * 1 0224 37 6. * 1 0416 65 6. * 1 0608 93 o. 1 0036 10 3. * 1 0228 38 7. * 1 0420 66 5. * 1 0612 94 o. 1 0040 11 3. * 1 0232 39 7. * 1 0424 67 5. * 1 0616 95 o. 1 0044 12 3. * 1 0236 40 8. * 1 0428 68 5. * 1 0620 96 o. 1 0048 13 3. * 1 0240 41 8. * 1 0432 69 5. * 1 0624 97 o. 1 0052 14 3. * 1 0244 42 9. * 1 0436 70 5. * 1 0628 98 o. 1 0056 15 3. .. 1 0248 43 10. * 1 0440 71 5 • * 1 0632 99 o. 1 0100 16 3. * 1 0252 44 11. * 1 0444 72 4. * 1 0636 100 o. 1 0104 17 4. .. 1 0256 45 13. * 1 0448 73 4. * 1 0640 101 o. 1 0108 18 4. * 1 0300 46 15. * 1 0452 74 4. * 1 0644 102 o. 1 0112 19 4. * 1 0304 47 18. * 1 0456 75 4. * 1 0648 103 o. 1 0116 20 4. * 1 0308 48 44. * 1 0500 76 4. * 1 0652 104 o. 1 0120 21 4. * 1 0312 49 70. * 1 0504 77 4. * 1 0656 105 o. 1 0124 22 4. * 1 0316 so 59. .. 1 0508 78 4. * 1 0700 106 o. 1 0128 23 4. * 1 0320 51 49. * 1 0512 79 4. * 1 0704 107 0. 1 0132 24 4. * 1 0324 52 32. * 1 0516 80 4. * 1 0708 108 o. 1 0136 25 4. * 1 0328 53 15. * 1 0520 81 4. * 1 0712 109 o. 1 0140 26 4. * 1 0332 54 13. * 1 0524 82 4. * 1 0716 110 o. 1 0144 27 4. * 1 0336 55 11. * 1 0528 83 3. * 1 0720 111 o. 1 0148 28 5. * 1 0340 56 10. * 1 0532 84 3. * * * * w•***********•***************~*****************************************************************************************************
PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 7.33-HR + (CFS) (HR)
(CFS) + 70. 3.20 8. 6. 6. 6. (INCHES) 183.135 183.135 183 .135 183.135 (AC-FT) 4. 4. 4. 4 .
CUMULATIVE AREA= • 00 SQ MI
5
1 STATION SITE
(0) OUTFLOW o. 10. 20. 30. 40. 50 . DAHRMN PER 60. 70. o. 0. o. o.
10000 10---------.---------.---------.---------.---------. ---------.--------.---------.---------.---------. --------10004 20
10008 30
10012 4.0
10016 5. o
10020 6. O
10024 7. o
10028 8. O 10032 9. o
10036 10. O
10040 11 .. o.
10044 12. o
10048 13. o 10052 14. o 10056 15. O
10100 16. o
10104 17. O
10108 18. o 10112 19. o 10116 20. o
10120 21. O •
10124 22. o 10128 23. O 10132 24. o
10136 25. o
10140 26. o
10144 27. o 10148 28. o
10152 29. o
10156 30. o
10200 31. .o.
10204 32. o 10208 33. o
10212 34. o
10216 35. o
10220 36. o 10224 37. o 10228 38. O
10232 39. o .
10236 40. o.
10240 41. o.
10244 42. o. 10248 43. o
10252 44. .o
10256 45. o 10300 46. o 10304 47. 10308 48.
10312 49.
10316 50. 10320 51.
10324 52.
10328 53.
10332 54,
10336 55.
10340 56.
10344 57.
10348 58.
10352 59. 10356 60. 10400 61.
10404 62.
10408 63.
10412 64. 10416 65.
10420 66.
0
• 0 .o
0 o. o.
0
. o.
0
0
0
0
0
0
0
0
0 o. .o.
0
6
0.
..
. .
10424 67. 0 10428 68. o 10432 69. o 10436 70. O
10440 71. .o. 10444 72. O 10448 73. O 10452 74. 0 10456 75. o 10500 76. o 10504 77. O 10508 78. o 10512 79. o 10516 80. 0 10520 81 •. o 10524 82. O
10528 83. o 10532 84. o 10536 85. 0 10540 86. o
10544 87. o 10548 88. 0 10552 89. O 10556 90. O
10600 91. .o. 10604 92. o 10608 930 10612 940 10616 950 10620 960 10624 970 10628 980 10632 990 10636 1000 10640 1010 • 10644 1020 10648 1030 10652 1040 10656 1050 10700 1060 10704 1070 10708 10&0 10712 1090
10716 1100 . . • • • . . • . • • .
10720 1110---------.---------.---------.---------.---------.---------.---------.---------.---------.---------.---------.---------.
7
:
1
*** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ***
21 KK
22 KO
23 RS
24 sv
26 SQ
28 SE
•••••••••••••• ,. ,.
* VAULT *
* * .................
OUTPUT CONTROL VARIABLES
IPRNT 1 PRINT CONTROL IPLOT 2 PLOT CONTROL QSCAL O. HYDROGRAPH PLOT SCALE
HYDROGRAPH ROUTING DATA
STORAGE ROUTING NSTPS 1 NUMBER OF SUBREACHES ITYP ELEV TYPE OF INITIAL CONDITION
RSVRIC .00 INITIAL CONDITION
X .00 WORKING RAND D COEFFICIENT
STORAGE .0 .2 .4 .6
1.9 1.9 1.9 1.9
DISCHARGE o. 0. o. o. 3. 9. 16. 24.
ELEVATION .oo 1.00 2.00 3.00
9.10 9.20 9.30 9.40
***
.8
1.9
o.
34.
4.00 9.50
1.0
2.0
0. 44.
5.00 9.60
1.2 1.4 2.0 2.0
o. o.
55. 66,
6.00 7.00 9.70 9.80
***WARNING*** MODIFIED PULS ROUTING MAY BE NUMERICALLY UNSTABLE FOR OUTFLOWS BETWEEN 16. TO 90.
THE ROUTED HYDROGRAPH SHOULD BE EXAMINED FOR OSCILLATIONS OR OUTFLOWS GREATER THAN PEAK INFLOWS,
THIS CAN BE CORRECTED BY DECREASING THE TIME INTERVAL OR INCREASING STORAGE (USE A LONGER REACH.)
1.6 1.8 2.0 2.0
o. o.
78. 90.
8.00 9,00 9.90 10.00
******************************************************H****************************************************************************
HYDROGRAPH AT STATION VAULT
~·····························••*•*******************•··········••*********•************************************•******************
* *
DA MON HRMN ORD OUTFLOW STORAGE STAGE* DA MON HRMN ORD OUTFLOW STORAGE STAGE* DA MON HRMN ORD OUTFLOW STORAGE STAGE
" ,.
1 0000 1 o. .o .0 * 1 0228 38 0. .7 3.7 * 1 0456 75 4. 1.9 9.1 1 0004 2 0. .o . o * 1 0232 39 o. .8 3.9 * 1 0500 76 4 . 1.9 9.1 1 0008 3 0. .0 .o * 1 0236 40 0. .8 4.1 * 1 0504 77 4. 1.9 9.1 1 0012 4 o. .o .o * 1 0240 41 o. .9 4.3 * 1 0508 78 4. 1.9 9.1 1 0016 5 o. .o .1 * 1 0244 42 o. .9 4.5 * 1 0512 79 4. 1.9 9.1 1 0020 6 o. .o .2 .. 1 0248 43 o. 1.0 4.7 * 1 0516 80 4. 1.9 9.1 1 0024 7 o. .o .2 * 1 0252 44 o. 1.0 5.0 * 1 0520 81 4. 1.9 9.1 1 0028 8 o. .1 .3 * 1 0256 45 0. 1.1 5. 3 * 1 0524 82 4. 1.9 9.1 1 0032 9 o. .1 .4 * 1 0300 46 o. 1.2 5.7 * 1 0528 83 3. 1.9 9.1
1 0036 10 o. .1 .5 * 1 0304 47 o. 1. 3 6.2 * 1 0532 84 3, 1.9 9.1 1 0040 11 0. .1 .6 * 1 0308 48 0. 1.4 7.0 * 1 0536 85 3. 1.9 9.1 1 0044 12 o. .1 .6 * 1 0312 49 0. 1. 7 8.6 * 1 0540 86 3, 1.9 9.1 1 0048 13 o. . 1 .7 * 1 0316 50 48. 2.0 9.6 * 1 0544 87 3 . 1.8 9.1 1 0052 14 o. . 2 .8 * 1 0320 51 55. 2.0 9.7 * 1 0S48 88 3. 1.8 9.1 1 0056 15 o. . 2 .9 * 1 0324 52 37. 1.9 9.5 * 1 0552 89 3. 1.8 9.1 1 0100 16 o. .2 1.0 * 1 0328 53 21. 1.9 9.4 * 1 0556 90 3. 1.8 9.1 1 0104 17 o. ,2 1.1 * 1 0332 54 13. 1.9 9.3 * 1 0600 91 3. 1.8 9.1 1 0108 18 0. . 2 1.2 .. 1 0336 55 12. 1.9 9.2 * 1 0604 92 3. 1.8 9.1 1 0112 19 o. • 3 1. 3 * 1 0340 56 10. 1. 9 9.2 * 1 0608 93 2. 1.8 9.0 1 0116 20 o. . 3 1.4 .. 1 0344 57 9. 1.9 9.2 * 1 0612 94 1. 1.8 9.0 1 0120 21 o. . 3 1.5 * 1 0348 58 9. 1.9 9.2 * 1 0616 95 o. 1.8 9.0 1 0124 22 o. . 3 1.6 * 1 0352 59 8. 1.9 9.2 * 1 0620 96 o. 1.8 9.0
8 -:.
·~
1 0128 23 o. . 3 1. 7 * 1 0356 60 8. 1.9 9.2 * 1 0624 97 o. 1.8 9.0 --1 0132 24 0. .4 1.8 * 1 0400 61 7. 1.9 9.2 * 1 0628 98 0. 1.8 9.0 1 0136 25 0. .4 1.9 * 1 0404 62 7. 1.9 9.2 * 1 0632 99 0. 1.8 9.0 ... 1 0140 26 0. .4 2.0 * 1 0408 63 6. 1.9 9.2 * 1 0636 100 o. 1.8 9.0 1 0144 27 o. .4 2.1 * 1 0412 64 6. 1.9 9.2 * 1 0640 101 o. 1.8 9.0 1 0148 28 0. .s 2.2 * 1 0416 65 6. 1.9 9.1 * 1 0644 102 0. 1.8 9.0 1 0152 29 o. .5 2.3 * 1 0420 66 6. 1.9 9.1 * 1 0648 103 o. 1.8 8.9
l 0156 30 o. .5 2.5 * 1 0424 67 5. 1.9 9.1 * l 0652 104 o. 1.8 8.9 l 0200 31 o. . 5 2.6 * 1 0428 68 5. 1.9 9.1 * 1 0656 105 o. 1.8 8.9 1 0204 32 0. .6 2.7 * 1 0432 69 5. 1.9 9.1 * 1 0700 106 o. 1.8 8.9 1 0208 33 o. .6 2.9 * 1 0436 70 5, 1.9 9.1 * 1 0704 107 o. 1.8 8.9 1 0212 34 o. • 6 3.0 * 1 0440 71 s. 1.9 9.1 * 1 0708 108 o. 1.8 8.9 1 0216 35 o. .6 3.2 * 1 0444 72 4. 1.9 9.1 * 1 0712 109 o. 1.8 8.9 1 0220 36 o. .7 3.3 * 1 0448 73 4. 1.9 9.1 * 1 0716 110 o. 1.8 8.9
l 0224 37 o. .7 3.5 * 1 0452 74 4. 1.9 9.1 * l 0720 111 o. 1.8 8.9 * " *****~*****************************************************************************************************************************
PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 7.33-HR
+ (GS) (HR) (CFS)
+ 55. 3.33 4. 3. 3. 3. (INCHES) 98.148 98.384 98.384 98.384 (AC-FT) 2. 2. 2. 2.
PEAK STORAGE TIME MAXIMUM AVERAGE STORAGE 6-HR 24-HR 72-HR 7 .33-HR
+ (AC-FT) (HR)
2. 3.33 1. 1. 1. 1.
PEAK STAGE TIME MAXIMUM AVERAGE STAGE 6-HR 24-HR 72-HR 7.33-HR
+ (FEET) (HR)
9.70 3.33 7.37 6.14 6.14 6.14
CUMULATIVE AREA= .00 SQ MI
9
1 STATION VAULT
(I) INFLOW, (0) OUTFLOW o. 10. 20. 30. 40. so.
.0 DAHRMN PER .o .o .o .0 .o
60.
.o
70. o .
(S) STORAGE . 5 1.0
0. o. o. o.
1.5 2.0 .o .o
10000 11---------.---------.---------.---------.---------.---------s---------.---------.---------.---------.---------.---------. 10004 21 s 10008 31 S
10012 401 S 10016 SO I S 10020 60 I .S 10024 70 I .S
10028 80 1 .S 10032 90 I 5
10036 100 I S
10040 110 . I. • • • • • • . • • • , . . • . . • • • . S 10044 120 I S 10048 130 I S
100S2 140 I S 10056 150 1 S 1010•) 160 I S 10104 170 I S
10108 180 I S 10112 190 I S 10116 200 1 S
10120 210 1 , • . • • • • • . • . • • • • • • • • • S 10124 220 I S 10128 230 I S 10132 240 1 S
10136 2ro I S 10140 260 1 S • 10144 270 I S. 10148 280 I S. 10152 290 I S 10156 30o I S
10200 310 .1. . . . . • . . . . . . . , . . . . . . . .S. 10204 320 I • S 10208 330 I S 102U 340 I s 10216 350 I S 10220 360 I S
10224 370 I S 10228 380 I S 10232 390 I S
10236 400 I S
10240 410 . I . . . . . . . . . . . . . • • . . . . . . .S. 10244 420 I. S . 10248 430 I S. 10252 440 . I S 10256 450 I 10300 460 10304 470 10308 480 10312 490 10316 50. 10320 51.
10324 52. 10328 53. 10332 54. 10336 55. 10340 56.
10344 57. 10348 S8. 10352 59. 103~6 60. 10400 61. 10404 62.
10408 63. 10412 64.
. I .IO
I
I.
IO •
I IO
. I.
I
I
I
I
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I
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10
s s s s. s s. .s . s. s s
s s s s s s . s. s s s
...
...
10416 65. I S 10420 66. IO S 10424 67. I S
10428 68. I S 10432 69. I S 10436 70. I S
10440 71. .I. . . . . . . . . . . . . . . . . . , . • , . . . . . . • . . . . .s. 10444 72. I S 10448 73. I S
10452 74. I S 10456 75. I S 10500 76. I S 10504 77. I S
10S08 78. I S
10512 79. I S 10516 80. I S
10520 81. I , , , . , • • • • • , , , , • , , • , . • . , , • • • , • , , • • S. 10524 82. I S
10528 83. I S
10532 84. I S 10536 85. I S 10540 86. I S 10544 87. I S
10548 88. I S
10552 89. I S 10556 90. I S
10600 91 .. I. . . . . , . . . , . • . • . . . . • . . . . , . . . . . . . . . .S, 10604 92. IO S
10608 931 o s 10612 94IO S 10616 95I S 10620 96I S
10624 97I s 10628 98I S 10632 99I S
10636 lOOr • s
10640 1011 . . . . . • . . . . . . . . • . . . . . . . . . . . . . , . . . . . . . s 10644 102I S 10648 1031 s 10652 104I S 10656 1051 s
10700 106I S 10704 l07I s 10708 108I S 10712 1091 s
10716 llOI . . . . . . . . . S • • •
10720 lllI---------,---------.---------.---------.---------.---------.---------.---------.---------.-----5---.---------.---------.
--..
11
1
+
+
+
+
OPERATION STATION
HYDROGRAPH AT
SITE
ROUTED TO
VAULT
*** NORMAL END OF HEC-1 ***
PEAK
FLOW
70.
55.
RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS , AREA IN SQUARE MILES
TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD PEAK 6-HOUR 24-HOUR 72-HOUR
3.20 8. 6. 6.
3.33 4. 3. 3.
12
BASIN AREA
.00
.00
MAXIMUM
STAGE
9.70
TIME OF
MAX STAGE
3.33
..
..
It • • •
. .
APPENDIXE
HYDROLOGY MAPS