HomeMy WebLinkAboutAttachment 4a - I1 Stormwater Quality Management Plan
Sunbow II, Phase 3
Sunbow II, Phase 3
Sunbow II, Phase 3
5
Feb 17, 2020
5
Address plan checkAddress plan check
Apr. 27, 2020Apr. 27, 2020
commentscomments
5
Address plan check
Jun 15, 2020
comments
5
5
5
Added offsite grading
Preliminary Design
Jan 26, 2021
Sunbow II, Phase 3
Sunbow II, Phase 3
Section 2: Determine if Project is a Standard Project or Priority Development Project
Is the project in any of the following categories, (a) through (j)?
(a)New development thatcreates 10,000 square feet or more of impervious surfaces
Yes No
(collectively over the entire project site). This includes commercial, industrial, residential,
mixed-use, and public development projects on public or private land.
(b)Redevelopment project thatcreates and/or replaces 5,000 square feet or more of
Yes No
impervious surface (collectively over the entire project site on an existing site of 10,000
square feet or more of impervious surfaces). This includes commercial, industrial,
residential, mixed-use, and public development projects on public or private land.
(c)New development or redevelopment projects thatcreates and/or replaces a combined
No
Yes
total of 5,000 square feet or more of impervious surface (collectively over the entire
project site) and support one or more of the following uses:
(i)Restaurant. This This category is defined as a facility that sells prepared foods and drinks for
consumption, including stationary lunch counters and refreshment stands selling prepared foods and
drinks for immediate consumption (Standard Industrial Classification Code 5812).
(ii)Hillside development projects. This category includes development on any natural slope that is
twenty-five percent or greater.
(iii)Parking Lots. This category is defined as a land area or facility for the temporary parking or storage
of motor vehicles used personally, for business, or for commerce.
(iv)Streets, roads, highways, freeways, and driveways. This category is defined as any paved
impervious surface used for the transportation of automobiles, trucks, motorcycles, and other
vehicles.
(d)New development or redevelopment project thatcreates and/or replaces 2,500 square
Yes No
feetor more of impervious surface (collectively over the entire project site), discharging
ncludes
flow that is conveyed overland a distance of 200 feet or less from the project to the ESA,
or conveyed in a pipe or open channel any distance as an isolated flow from the project
to the ESA (i.e. not commingled with flows from adjacent lands).
New development or redevelopment project that creates and/or replacesa combined
Yes No
total of 5,000 square feet or more of impervious surface, that support one or more of the
following used:
(i) Automotive repair shops. This category is defined as a facility that is categorized in any one of the
following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539.
(ii) Retail gasoline outlets. This category includes retail gasoline outlets that meet the meet one of the
following criteria: (a) 5,000 square feet or more or (b) a projected Average Daily Traffic (ADT) of 100
or more vehicles per day.
New development or redevelopment that result in the disturbance ofone or more acres
Yes No
of land and are expected to generate pollutants post construction.This does not include
projects creating less than 5,000 sf of impervious surface and where added landscaping
does not require regular use of pesticides and fertilizers, such as slope stabilization using
native plants. Calculation of the square footage of impervious surface need not include
linear pathways that are for infrequent vehicle use, such as emergency maintenance
access or bicycle pedestrian use, if they are built with pervious surfaces of if they sheet
flow to surrounding pervious surfaces.
The project is (select one):
Project isStandard Development Project.
Site design and source control BMP requirements apply.Complete and submit Standard
SWQMP (refer to Chapter 4 & Appendix E of the BMP Design Manual for guidance). Continue
to Section 4.
,P
(PDP) Complete below, if applicable, and continue to Section 3.
Complete for PDP Redevelopment Projects ONLY:
2
The total existing (pre-project) impervious area at the project site is: ________________ ft (A)
2
The total proposed newly created or replaced impervious area is __________________ ft (B)
Percent impervious surface created or replaced (B/A)*100: __________%
The percent impervious surface created or replaced is (select one based on the above calculation):
less than or equal to fifty percent (50%) only new impervious areas are considered a PDP
OR
greater than fifty percent (50%) the entire project site is considered a PDP
Continue to Section 3
Section 3: Determine if project is PDP Exempt
1. Does the project ONLY include new or retrofit sidewalk, bicycle lane or trails that:
Are designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-
erodible permeable areas? Or;
Are designed and constructed to be hydraulically disconnected from paved streets or roads? Or;
Are designed and constructed with permeable pavements or surfaces in accordance with USEPA
Green Streets guidance?
Yes. Project is PDP Exempt.No. Next question
Complete and submitStandard SWQMP
(refer to Chapter 4 of the BMP Design Manual
for guidance).Continue to Section 4.
2.Does the project ONLY include retrofitting or redevelopment of existing paved alleys, streets or roads
designed and constructed in accordance with the Green Streets standards?
Yes.No.
Project is PDP Exempt.
Project is PDP.
Complete and submit Standard SWQMP (refer
Site design, source control and structural
to Chapter 4 of the BMP Design Manual for
pollutant control BMPs apply. Complete
guidance).Continue to Section 4.
and submit PDP SWQMP (refer to
Chapters 4, 5 & 6 of the BMP Design
Manual for guidance).Continue to
Section 4.
SECTION 4: Construction Storm Water BMP Requirements:
All construction sites are required to implement construction BMPs in accordance with the performance
standards in the BMP Design Manual. Some sites are additionally required to obtain coverage under the
State Construction General Permit (CGP), which is administered by the State Water Resource Control Board.
1.Does the project include Building/Grading/Construction permits proposing less than 5,000 square feet of
ground disturbance and has less than 5-foot elevation change over the entire project area?
Yes; review & sign Construction Storm Water CertificationNo; next question
Statement, skip questions 2-4
2.Does the project propose construction or demolition activity, including but not limited to, clearing grading,
grubbing, excavation, or other activity that results in ground disturbance of less than one acre and more
than 5,000 square feet?
Yes. complete & submit Construction Storm Water PollutionNo; next question
Control Plan (CSWPCP), skip questions 3-4
3.Does the project results in disturbance of an acre or more of total land area and are considered regular
maintenance projects performed to maintain original line and grade, hydraulic capacity, or original
purpose of the facility? (Projects such as sewer/storm drain/utility replacement)
Yes. complete & submit Construction Storm Water PollutionNo; next question
Control Plan (CSWPCP), skip question 4
4.Is the project proposing land disturbance greater than or equal to one acre OR the project is part of a
larger common plan of development disturbing 1 acre or more?
Yes; Storm Water Pollution Prevention Plan (SWPPP) is required. Refer to online CASQA or
Caltrans Template. Visit the SWRCB web site at
http://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.shtml.
Note: for Projects that result in disturbance of one to five acres of total land area and can demonstrate that
there will be no adverse water quality impacts by applying for a Construction Rainfall Erosivity Waiver, may
be allowed to submit a CSWPCP in lieu of a SWPPP.
Sunbow II, Phase 3
Sunbow II, Phase 3
Sunbow II, Phase 3
SUNBOW PA-23 & PRESERVE
Surrounded by Olympic Pkwy, Heritage Rd, Otay Landfill within the
City of Chula Vista
644-011-06-00, 644-020-11-00
MPA20-0006
5911417.65
135.7
58.83
2562983.6
36.72
1599328.2
22.11 963111.6
61
Sunbow II, Phase 3
Project area is natural lands and open spaces covered with native vegetation and
shrubs.
Poggi Canyon Creek runs along the north side of the project from east to west
Sunbow II, Phase 3
The 117.3-acre hydrologic catchment primarily consist of natural grades and hills all
covered by native vegetations and shrubs. The site is accessible from Olympic Pkwy
through two separate bridges crossing Poggi Canyon creek in north side. The Poggi
Canyon creek flows from northeast to southwest and accepts large amount of storm
runoff from surrounding area. It is also the downstream of the onsite runoff from both
our existing and proposed condition. The local high points are in southern boundary
of the site adjacent to the Otay landfill and make the overall on site surface flow
pattern simply south to north.
A small portion of the site in southwest corner was occupied by a water tank which is
serving the nearby residential areas.
Based on the site topo, the existing condition catchment was divided into 7
subcatchments. All onsite runoff from sub-catchment under design event will flow
from south via natural valley to north into Poggi Canyon creek and eventually
confluence at the northwest corner of our catchment.
Sunbow II, Phase 3
The Proposed Project’s residential land use includes four unique multi-family attached residential product types
with 15 unique floor plans, ranging in square footage from approximately 1,100 to 2,050 square feet in two- and
three-story units. Each home includes a two-car garage and two to four bedrooms.
The development of the site will include adding the storm drains, curb inlets, cleanouts along the proposed onsite
private roads and parking spaces to collect and convey the storm runoff to the two proposed detention and water
quality control basins located at northeast and northwest part of development area.
The project also proposed bypassing storm drains running from south into Poggi Canyon creek in north to collect
and bypass the offsite flow primarily from south and east side of the catchment.
Roadways, sidewalks, roofs
landscapes, wetlands
The grading is included to accommodate new constructed buildings.
Sunbow II, Phase 3
The Proposed Project’s residential land use includes four unique multi-family
attached residential product types with 15 unique floor plans, ranging in square
footage from approximately 1,100 to 2,050 square feet in two- and three-story units.
Each home includes a two-car garage and two to four bedrooms.
There is also a recreation facility in the central area. The development of the site will
include adding the storm drains, curb inlets, cleanouts along the proposed onsite
private roads and parking spaces to collect and convey the storm runoff to the two
proposed detention and water quality control basins located at northeast and
northwest part of the development area.
The project also proposed bypassing storm drains running from south into Poggi
Canyon creek in north to collect and bypass the offsite flow primarily from south and
east side of the catchment.
For more information please refer to 'DRAINAGE STUDY for SUNBOW II, PHASE 3 ,
Jan 26, 2021 prepared by Hunsaker & Associates San Diego, Inc
Sunbow II, Phase 3
Sunbow II, Phase 3
The onsite runoff from the site will be collected by proposed curb inlets and storm
drain systems which will convey the stormwater through the onsite Biofiltration and
Modular Wetland BMPs for water quality control. The outflow of these BMPs
discharges into Poggi Canyon Creek whose ultimate downstream destination is San
Diego Bay.
Not listed
Nitrogen, Toxicity
Poggi Canyon Creek
Otay RiverNot listed
Not listed
San Diego Bay
Mercury, PAH, PCB
Bacteria, Dissolved Copper, lead
Zinc
Sunbow II, Phase 3
The CCSYA exists within the project site.
Sunbow II, Phase 3
POC1 is located in northwest of the project site at where the basin 1 outflow
confluences with existing culvert in Poggi Canyon Creek.
POC2 is located in northeast of the project site at where the basin 2 outflow
confluences with existing culvert in Poggi Canyon Creek.
Susceptibility Analysis of Poggi Creek, Nov 7, 2012 (Revised 1/17/2013), Tory R. Walker Engineer-
ing, Inc.
Addendum to the Susceptibility Analysis of Poggi Creek (d50 Determination), March 14, 2013, Tory
R. Walker Engineering, Inc.
Otay Ranch Village 2 North (Chula Vista Tract No. 06-05), Nov 17, 2011, ChangConsultants
Sunbow II, Phase 3
Sunbow II, Phase 3
Sunbow II, Phase 3
Project Name: _____________________________________________________
No outdoor material storage area proposed in this project.
Not proposed
Sunbow II, Phase 3
Project Name: _____________________________________________________
Sunbow II, Phase 3
Sunbow II, Phase 3
Project Name.: _______________________________________________________
Due to grading of the site drainage pathways altered slightly such that some of the
independent small sub-catchments in center portion of the site were combined into bigger
sub-catchments. However, the designed flow is still within the capacity of WQ facilities.
Sunbow II, Phase 3
Project Name/Address/N ______________________________________________
Harvest and Use is not feasible.
Sunbow II, Phase 3
Sunbow II, Phase 3
STEP 1:
1a: After delineating the DMAs, break down pervious and impervious area.
1b: DCV for all other DMAs were calculated using worksheet B.2-1
STEP 2:
2a: Harvest and use is infeasible according to Form I-7.
STEP 3:
3a: Using Form I-8 to conduct a prelimary feasibility screening determined that no infiltration to be
feasible.
3b: Biofiltration BMP and Proprietary Biofiltration BMPs chosen.
3c: Worksheets B.5-1 were used to size the Biofiltration BMPs.
3d: Worksheets B.6-1 were used to calculate treatment flow rates and size the Proprietary Biofiltration
BMPs.
STEP 4:
4a: Proposed BMPs fit minimum footprint required. Project meets pollutant control standards.
STEP 5:
5a: N/A
STEP 6: SWQMP prepared as step 6.
STEP 7:Maintenance agreements associated with this project are also attached in this SWQMP.
Sunbow II, Phase 3
9
BF-1-1
CVT#20-0002, Sheet 3
EOW for the project at the time of
construction
TBD
TBD
TBD
Sunbow II, Phase 3
9
BF-1-1
CVT#20-0002,Sheet 3
See attachment 1e for sizing calcs.
Sunbow II, Phase 3
9
BF-1-2
CVT#20-0002,Sheet 4, 5
EOW for the project at the time of
construction
TBD
TBD
TBD
Sunbow II, Phase 3
9
BF-1-2
CVT#20-0002,Sheet 4, 5
See attachment 1e for sizing calcs.
Sunbow II, Phase 3
49
BF-3-3
CVT#20-0002,Sheet 3
EOW for the project at the time of
construction
TBD
TBD
TBD
Sunbow II, Phase 3
9
BF-3-3
CVT#20-0002,Sheet 3
The project proposes Compact Proprietary Biofiltration Unit, i.e. Modular Wetland
Unit. See attachment 1e for sizing calcs and T.A.P.E. Certificates.
Sunbow II, Phase 3
49
BF-3-4
CVT#20-0002,Sheet 4, 5
EOW for the project at the time of
construction
TBD
TBD
TBD
Sunbow II, Phase 3
9
BF-3-4
CVT#20-0002,Sheet 4, 5
The project proposes Compact Proprietary Biofiltration Unit, i.e. Modular Wetland
Unit. See attachment 1e for sizing calcs and T.A.P.E. Certificates.
Sunbow II, Phase 3
49
BF-3 -5
CVT#20-0002,Sheet 4, 5
EOW for the project at the time of
construction
TBD
TBD
TBD
Sunbow II, Phase 3
9
BF-3 -5
CVT#20-0002,Sheet 4, 5
The project proposes Compact Proprietary Biofiltration Unit, i.e. Modular Wetland
Unit. See attachment 1e for sizing calcs and T.A.P.E. Certificates.
Sunbow II, Phase 3
49
BF-3 -6
CVT#20-0002,Sheet 4, 5
EOW for the project at the time of
construction
TBD
TBD
TBD
Sunbow II, Phase 3
9
BF-3 -6
CVT#20-0002,Sheet 4, 5
The project proposes Compact Proprietary Biofiltration i.e. Curb Inlet Media Filter
unit within existing storm drain inlet.
Sunbow II, Phase 3
49
BF-3 -7
CVT#20-0002,Sheet 4, 5
EOW for the project at the time of
construction
TBD
TBD
TBD
Sunbow II, Phase 3
9
BF-3 -7
CVT#20-0002,Sheet 4, 5
The project proposes Compact Proprietary Biofiltration i.e. Curb Inlet Media Filter
unit within existing storm drain inlet.
Sunbow II, Phase 3
Sunbow II, Phase 3
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Sunbow II, Phase 3
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Form I-7,Harvest and Use Feasibility Screening Checklist
Appendix B:
Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods
Worksheet B.3-1: Harvest and Use Feasibility Screening
Worsksheet B.3-1
Harvest and Use Feasibility Screening
1. Is there a demand for harvested water (check all that apply) at the project site that is reliably
present during the wet season?
Toilet and urinal flushing
5
Landscape irrigation
5
Other:______________
2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours.
Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is
provided in Section B.3.2.
36 hr toilet use per resident= 9.3 gal x 2.5 residents per unit x 709units x 1.5 days = 24726.4 gallons=
3305.4 cf, 36 hour landscape use/acre= 390 gls/ac x 22.89 ac= 8927 gals= 1193 cf
Total anticipated 36 hr use = 4499 cf
3. Calculate the DCV using worksheet B-2.1.
DCV = 78,357 (cubic feet)
0.25DCV=19,589 cubic feet
3a. Is the 36-hour demand 3b. Is the 36-hour demand greater 3c. Is the 36-hour
greater than or equal to the than 0.25DCV but less than the full demand less than
DCV? DCV? 0.25DCV?
5 55
Yes / No Yes / No Yes
Harvest and use appears to be Harvest and use may be feasible. Harvest and use is
feasible. Conduct more detailed Conduct more detailed evaluation and considered to be
evaluation and sizing sizing calculations to determine infeasible.
calculations to confirm that feasibility. Harvest and use may only
DCV can be used at an adequate be able to be used for a portion of the
rate to meet drawdown criteria. site, or (optionally) the storage may
need to be upsized to meet long term
capture targets while draining in
longer than 36 hours.
Note: 36-hour demand calculations are for feasibility analysis only. Once feasibility analysis is complete the
applicant may be allowed to use a different drawdown time provided they meet the 80% of average annual
(long term) runoff volume performance standard.
BMP Design Manual-Appendices B-13
March 2019 Update
Sunbow II, Phase 3
Project Name: _____________________________________________________
BF-1-1
Planning
Sunbow II, Phase 3
Project Name: _____________________________________________________
Based on the USDA NCRS website, the mapped soil types beneath the proposed
basin are classified as Hydrologic Soil Group C soils, with approximate Ksat values
ranging between 0.06 to 0.2 inches per hour. The Ksat values are generallyconsidered
equivalent to the unfactored infiltration rate. If applying a feasibility FS of 2, the
preliminary infiltration rates would range from 0.03 to 0.1 iph. The Websoil Survey
report is attached. No additional infiltration testing has been performed. A geotechnical
study of this property is currently being planned. This information is intended for
preliminary planning purposes only and should be updated once the geotechnical
investigation has been performed.
Sunbow II, Phase 3
Project Name: _____________________________________________________
Sunbow II, Phase 3
Project Name: _____________________________________________________
Based on the USDA NCRS website, the mapped soil types beneath the proposedbasin
are classified as Hydrologic Soil Group C soils, with approximate Ksat values ranging
between 0.06 to 0.2 inches per hour. The Ksat values are generally considered
equivalent to the unfactored infiltration rate. If applying a feasibility FS of 2, the
preliminary infiltration rates would range from 0.03 to 0.1 iph. The Websoil Survey
report is attached. No additional infiltration testing has been performed. A geotechnical
study of this property is currently being planned. This information is intended for
preliminary planning purposes only and should be updated once the geotechnical
investigation has been performed.
Sunbow II, Phase 3
Project Name: _____________________________________________________
BF-1-1Planning
Based on the USDA NCRS website, the mapped soil types beneath the proposed
basin are classified as Hydrologic Soil Group C soils, with approximate Ksat values
ranging between 0.06 to 0.2 inches per hour. The Ksat values are generally
considered equivalent to the unfactored infiltration rate. If applying a feasibility FS of2,
the preliminary infiltration rates would range from 0.03 to 0.1 iph. The Websoil Survey
report is attached. No additional infiltration testing has been performed. Ageotechnical
study of this property is currently being planned. This information is intended for
preliminary planning purposes only and should be updated once the geotechnical
investigation has been performed.
Sunbow II, Phase 3
Project Name: _____________________________________________________
Sunbow II, Phase 3
Project Name: _____________________________________________________
Sunbow II, Phase 3
Project Name: _____________________________________________________
Grading for the proposed basin will result in cuts ranging from approximately 14 to 48
feet into formational materials. A natural slope exists immediately adjacent to the
proposed basin. A public roadway is planned immediately to the west of this basin and
below the elevation of the basin bottom. The formational materials may exhibit highly
expansive bentonitic layers. Full or partial infiltration is considered infeasible due tothe
expected very low infiltration rates, potential for daylight water seepage and slope
instability, and potential to induce significant distress to surrounding public and private
improvements if highly expansive soils are wetted. A geotechnical study of this
property is currently being planned. This information is intended for preliminary
planning purposes only and should be updated once the geotechnical investigation
has been performed.
Sunbow II, Phase 3
Project Name: _____________________________________________________
BF-1-2
Planning
Sunbow II, Phase 3
Project Name: _____________________________________________________
Based on the USDA NCRS website, the mapped soil types beneath the proposed
basin are classified as Hydrologic Soil Group D soils, with approximate Ksat values
ranging between 0.06 to 0.2 inches per hour. The Ksat values are generallyconsidered
equivalent to the unfactored infiltration rate. If applying a feasibility FS of 2, the
preliminary infiltration rates would range from 0.03 to 0.1 iph. The Websoil Survey
report is attached. No additional infiltration testing has been performed. A geotechnical
study of this property is currently being planned. This information is intended for
preliminary planning purposes only and should be updated once the geotechnical
investigation has been performed.
Sunbow II, Phase 3
Project Name: _____________________________________________________
Sunbow II, Phase 3
Project Name: _____________________________________________________
Based on the USDA NCRS website, the mapped soil types beneath the proposedbasin
are classified as Hydrologic Soil Group D soils, with approximate Ksat values ranging
between 0.06 to 0.2 inches per hour. The Ksat values are generally considered
equivalent to the unfactored infiltration rate. If applying a feasibility FS of 2, the
preliminary infiltration rates would range from 0.03 to 0.1 iph. The Websoil Survey
report is attached. No additional infiltration testing has been performed. A geotechnical
study of this property is currently being planned. This information is intended for
preliminary planning purposes only and should be updated once the geotechnical
investigation has been performed.
Sunbow II, Phase 3
Project Name: _____________________________________________________
BF-1-2Planning
Based on the USDA NCRS website, the mapped soil types beneath the proposed
basin are classified as Hydrologic Soil Group D soils, with approximate Ksat values
ranging between 0.06 to 0.2 inches per hour. The Ksat values are generally
considered equivalent to the unfactored infiltration rate. If applying a feasibility FS of2,
the preliminary infiltration rates would range from 0.03 to 0.1 iph. The Websoil Survey
report is attached. No additional infiltration testing has been performed. Ageotechnical
study of this property is currently being planned. This information is intended for
preliminary planning purposes only and should be updated once the geotechnical
investigation has been performed.
Sunbow II, Phase 3
Project Name: _____________________________________________________
Sunbow II, Phase 3
Project Name: _____________________________________________________
Sunbow II, Phase 3
Project Name: _____________________________________________________
Grading for the proposed basin will result in a cut/fill transition, with cuts ranging from
approximately 0 to 8 feet into formational materials and fills greater than 20 feet thick
beneath the basin. A public roadway is planned immediately to the east of this basin
and below the elevation of the basin bottom. The formational materials may exhibit
highly expansive bentonitic layers. Full or partial infiltration is considered infeasibledue
to the expected very low infiltration rates, potential for daylight water seepage and
slope instability, and potential to induce significant distress to surrounding public and
private improvements if highly expansive soils are wetted. Infiltration BMP's supported
by compacted fill are not considered feasible due to the settlement potential. A
geotechnical study of this property is currently being planned. This information is
intended for preliminary planning purposes only and should be updated once the
geotechnical investigation has been performed.
INFILTRATION FEASIBILITY
CONDITION LETTER
SUNBOW II
PHASE 3
CHULA VISTA, CALIFORNIA
PREPARED FOR
LENNAR HOMES
SAN DIEGO, CALIFORNIA
JUNE 23, 2020
PROJECT NO. G2452-32-02
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Hfpdpo!Jodpsqpsbufe-!ebufe!Bqsjm!21-!3131!)Qspkfdu!Op/!H3563.43.13*/!
3/!!Tentative Map/SPA/GPA/Rezone CVT #20-0002, Sunbow II Phase 3, City of Chula
Vista,California-!qsfqbsfe!cz!Ivotblfs!boe!Bttpdjbuft!Tbo!Ejfhp!Jod/-!sfwjtjpo!4!
ebufe!Kvof!34-!3131/!
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jefoujgjfe!jo!Sfgfsfodf!Op/!2-!uif!Djuz!pg!Divmb!Wjtub!jt!sfrvftujoh!bo!Jogjmusbujpo!Gfbtjcjmjuz!Dpoejujpo!
mfuufs!jo!bddpsebodf!xjui!Bqqfoejy!D/2/2!pg!uif!312:!Djuz!Tupsn!Xbufs!Nbovbm/!!
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312:!City of Chula Vista Storm Water Standards Manual.
SITE AND PROJECT DESCRIPTION
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qspkfdu/!!
PREVIOUS GEOTECHNICAL STUDIES
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bekbdfou!up!uif!Pubz!Mboegjmm/!Xf!bmtp!qfsgpsnfe!b!hfpufdiojdbm!jowftujhbujpo!jo!3117!po!uif!bekbdfou!
Pubz!Sbodi!Wjmmbhf!3!Xftu!qspkfdu!mpdbufe!bmpoh!uif!fbtufso!cpvoebsz!pg!uif!tjuf/!Uif!tvctvsgbdf!
jogpsnbujpo!boe!bt.hsbefe!hfpmphjd!nbqqjoh!gspn!uiftf!tuvejft!xbt!sfwjfxfe!boe!jodpsqpsbufe!joup!b!
hfpmphjd!sfdpoobjttbodf!sfqpsu!gps!Tvocpx-!Qmboojoh!Bsfb!34!jo!Opwfncfs!312:/!Uif!bqqspyjnbuf!
mpdbujpo!pg!uif!cpsjoht!boe!usfodift!gspn!uiftf!qsfwjpvt!sfqpsut!ibt!cffo!jodpsqpsbufe!poup!Gjhvsft!3!
boe!4!jo!dvssfou!hfpufdiojdbm!jowftujhbujpo!)Sfgfsfodf!Op/!2*!boe!uif!mpht!pg!uiftf!qsfwjpvt!tuvejft!
ibwf!cffo!jodmvefe!gps!sfgfsfodf!jo!Bqqfoejy!F!)tff!Sfgfsfodf!Op/!2*/!
HYDROLOGIC SOIL GROUP
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uif!eftdsjqujpot!pg!uif!izespmphjd!tpjm!hspvqt/!Jg!b!tpjm!jt!bttjhofe!up!b!evbm!izespmphjd!hspvq!)B0E-!
C0E-!ps!D0E*-!uif!gjstu!mfuufs!jt!gps!esbjofe!bsfbt!boe!uif!tfdpoe!jt!gps!voesbjofe!bsfbt/!
TABLE 1
HYDROLOGIC SOIL GROUP DEFINITIONS
Soil Group Soil Group Definition
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TABLE 2A
USDA WEB SOIL SURVEY – HYDROLOGIC SOIL GROUP (BF-1-1)
Approximate k of Most
SAT
Map Unit Hydrologic
Map Unit Name Percentage Limiting Layer
Symbol Soil Group
of Property (Inches/ Hour)
Ejbcmp!Dmbz!EbG!89!D!1/17!!1/31!
Mjoof!Dmbz!Mpbn!MtF!33!D!1/3!!1/68!
TABLE 2B
USDA WEB SOIL SURVEY – HYDROLOGIC SOIL GROUP (BF-1-2)
Approximate k of Most
SAT
Map Unit Hydrologic
Map Unit Name Percentage Limiting Layer
Symbol Soil Group
of Property (Inches/ Hour)
Ejbcmp!Dmbz!EbF!211!E!1/17!!1/31!
In-Situ Testing
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pg!Xpsltiffu!D/5.2/!Cbtfe!po!b!ejtdvttjpo!jo!uif!Dpvouz!pg!Sjwfstjef!Design Handbook for Low
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TABLE 3
FIELD INFILTRATION TEST RESULTS
1
Field-Saturated Worksheet Saturated
Geologic Test Depth
Test No. Hydraulic Conductivity, Hydraulic Conductivity,
Unit (feet)
k(inch/hour) k(inch/hour)
sat sat
J.2!Up!2/6!1/2!1/16!
2!
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GROUNDWATER ELEVATIONS
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GROUNDWATER MOUNDING
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EXPANSION CLASSIFICATION
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npefsbufmz!up!ijhimz!fyqbotjwf-!boe!uif!Tbo!Ejfhp!boe!Txffuxbufs!Gpsnbujpot!bsf!hfofsbmmz!mpx!
fyqbotjwf/!!CG.2.2!jt!tvqqpsufe!po!Txffuxbufs!Gpsnbujpo/!CG.2.3!jt!tvqqpsufe!po!b!dvu.gjmm!usbotjujpo!
fyqptjoh!ijhimz!fyqbotjwf!cfoupojujd!cfet!pg!uif!Pubz!Gpsnbujpo!boe!hsfbufs!uibo!36!gffu!pg!
dpnqbdufe!gjmm/!!!
Qspkfdu!Op/!H3563.43.13!.!5!.!Kvof!34-!3131!
HYDROCOMPRESSION/SETTLEMENT
Xf!ep!opu!fyqfdu!uif!gpsnbujpobm!nbufsjbmt!up!qpttftt!b!izespdpnqsfttjpo!qpufoujbm!evf!up!uif!wfsz!
efotf!obuvsf!pg!uif!nbufsjbmt/!Ipxfwfs-!uif!fyjtujoh!boe!qspqptfe!gjmm!nbufsjbmt!qpttftt!b!qpufoujbm!gps!
izespdpnqsfttjpo0tfuumfnfou!xifo!xfuufe/!Jogjmusbujpo!CNQt!tvqqpsufe!po!gjmm!nbufsjbmt!tipvme!cf!
bwpjefe!evf!up!uif!tfuumfnfou!qpufoujbm/!
EXISTING SLOPES
Uif!TXT!)Tfdujpo!D/3/2/4!boe!Xpsltiffu!D/5.2*!tubuft!xbufs!jogjmusbujpo!tipvme!cf!tfucbdl!gspn!gjmm!
tmpqft!b!njojnvn!ejtubodf!pg!2/6!ujnft!uif!tmpqf!ifjhiu!ps!61!gffu!gspn!obuvsbm!tmpqft/!Fyjtujoh!
obuvsbm!tmpqft!boe!qspqptfe!gjmm!tmpqft!bsf!mpdbufe!bekbdfou!up!uif!qspqptfe!tupsn!xbufs!cbtjot/!CG.2.3!
jt!tvqqpsufe!po!pwfs!36!gffu!pg!dpnqbdufe!gjmm!boe!jt!dpnqsjtfe!bt!b!gjmm!tmpqf!po!uif!opsui!tjef/!Uif!
opsui!tjef!pg!uif!xftufso!cbtjo!jt!b!eftdfoejoh!obuvsbm!tmpqf/!!
NEW OR EXISTING UTILITIES
Vujmjujft!bsf!qsftfou!po!boe!bekbdfou!up!uif!qspqfsuz/!Xf!fyqfdu!boz!po.tjuf!vujmjujft!up!cf!sfnpwfe!
evsjoh!tjuf!hsbejoh/!Gvmm!ps!qbsujbm!jogjmusbujpo!tipvme!opu!cf!bmmpxfe!jo!uif!bsfbt!pg!uif!fyjtujoh!ps!
qspqptfe!vujmjujft!up!ifmq!qsfwfou!qpufoujbm!ebnbhf0ejtusftt!up!jnqspwfnfout/!Uif!tfucbdl!gps!
jogjmusbujpo!efwjdft!tipvme!cf!bu!mfbtu!21!gffu!boe!b!njojnvn!pg!b!2;2!qmbof!pg!2!gppu!cfmpx!uif!dmptftu!
fehf!pg!uif!effqftu!bekbdfou!vujmjuz/!
EXISTING AND PLANNED STRUCTURES
Xbufs!tipvme!opu!cf!bmmpxfe!up!jogjmusbuf!xjuijo!21!gffu!pg!gpvoebujpot/!!
SOIL TYPES
Compacted Fill –!Dpnqbdufe!gjmm!efqptjut!xjmm!cf!qmbdfe!evsjoh!tjuf!hsbejoh/!CG.2.3!jt!tvqqpsufe!po!
hsfbufs!uibo!36!gffu!pg!dpnqbdufe!gjmm!po!uif!opsui!tjef/!!!
Uif!dpnqbdufe!gjmm!xjmm!cf!dpnqsjtfe!pg!njyuvsft!pg!po.tjuf!tboe-!tjmu-!boe!dmbz/!Uif!gjmm!xjmm!cf!
dpnqbdufe!up!b!esz!efotjuz!pg!bu!mfbtu!:1!qfsdfou!pg!uif!mbcpsbupsz!nbyjnvn!esz!efotjuz/!Jo!pvs!
fyqfsjfodf-!dpnqbdufe!gjmm!epft!opu!qpttftt!jogjmusbujpo!sbuft!bqqspqsjbuf!gps!jogjmusbujpo!CNQt/!
Ib{bset!uibu!pddvs!bt!b!sftvmu!pg!gjmm!tpjm!tbuvsbujpo!jodmvef!b!qpufoujbm!gps!izesp.dpotpmjebujpo!pg!uif!
hsbovmbs!gjmm!tpjmt-!mpoh!ufsn!gjmm!tfuumfnfou-!ejggfsfoujbm!gjmm!tfuumfnfou-!mbufsbm!xbufs!njhsbujpo-!ebzmjhiu!
xbufs!tffqbhf!boe!gjmm!tmpqf!jotubcjmjuz/!!
San Diego Formation – Uif!Tbo!Ejfhp!Gpsnbujpo!pwfsmjft!uif!Pubz!Gpsnbujpo!boe!uzqjdbmmz!dpotjtut!
pg!efotf-!gjof!up!nfejvn.hsbjofe!tboetupof!xjui!sfmbujwfmz!mpx!dpiftjpo!boe!npefsbuf!up!ijhi!
Qspkfdu!Op/!H3563.43.13!.!6!.!Kvof!34-!3131!
qfsnfbcjmjuz/!Jo!hfofsbm-!uif!Tbo!Ejfhp!Gpsnbujpo!fyijcjut!befrvbuf!tifbs!tusfohui!boe!wfsz!mpx!up!
mpx!fyqbotjpo!dibsbdufsjtujdt!jo!fjuifs!bo!voejtuvscfe!ps!qspqfsmz!dpnqbdufe!dpoejujpo/!Evf!up!uif!
qpufoujbmmz!gsjbcmf!boe!ijhifs!qfsnfbcjmjuz!dibsbdufsjtujdt!pg!uijt!voju-!tubcjmjuz!gjmmt!xjmm!cf!sfrvjsfe!
xifsf!uif!Tbo!Ejfhp!Gpsnbujpo!jt!fyqptfe!jo!dvu!tmpqft/!
Otay Formation – Uif!Pubz!Gpsnbujpo-!xijdi!pwfsmjft!uif!Txffuxbufs!Gpsnbujpo!boe!voefsmjft!uif!
Tbo!Ejfhp!Gpsnbujpo-!jt!uif!qsfepnjobou!hfpmphjd!voju!po!uif!tjuf/!Uijt!gpsnbujpo!dpotjtut!pg!efotf-!
tjmuz!up!dmbzfz-!tboetupof!boe!ibse-!tjmutupof!boe!dmbztupof!cfet!xjui!dpoujovpvt!up!ejtdpoujovpvt!
joufscfet!pg!xfbl-!ijhimz.qmbtujd!cfoupojujd!dmbztupof/!Jo!tpnf!jotubodft-!uif!cfoupojuf!cfet!dpoubjo!
cfeejoh!qmbof!tifbst!bt!pctfswfe!jo!uif!nbkpsjuz!pg!uif!fyqmpsbupsz!cpsjoht!evsjoh!pvs!tuvez/!!
Uif!tboez!qpsujpot!pg!uif!Pubz!Gpsnbujpo!uzqjdbmmz!qpttftt!b!wfsz!mpx!up!mpx!fyqbotjpo!qpufoujbm!
boe!befrvbuf!tifbs!tusfohui/!Uif!tjmutupof!boe!dmbztupof!qpsujpot!pg!uif!gpsnbujpo!dbo!fyijcju!b!
nfejvn!up!wfsz!ijhi!fyqbotjpo!qpufoujbm/!Xjui!uif!qpttjcmf!fydfqujpo!pg!uif!cfoupojujd!dmbztupof-!
uif!Pubz!Gpsnbujpo!jt!tvjubcmf!gps!uif!tvqqpsu!pg!dpnqbdufe!gjmm!boe!tusvduvsbm!mpbet/!!
Uif!mbufsbmmz!fyufotjwf!cfoupojujd!dmbztupof!cfet-!xijdi!bsf!xfmm!epdvnfoufe!jo!uif!bsfb-!dbo!wbsz!jo!
uijdloftt!gspn!tfwfsbm!jodift!vq!up!8!gffu!)tff!Cpsjoh!Op/!MC.8.Sfgfsfodf!Op/!2*/!Uif!cfet!bsf!
uzqjdbmmz!gmbu!mzjoh!up!hfoumz!ejqqjoh!)1!up!4!efhsfft*!boe!qpttftt!b!wfsz!ijhi!fyqbotjpo!qpufoujbm!boe!
wfsz!mpx!tifbs!tusfohui/!B!mbufsbmmz!dpoujovpvt!cfoupojujd!dmbztupof!cfe!jt!nbqqfe!bdsptt!uif!tjuf!
cfuxffo!fmfwbujpot!452!gffu!boe!482!gffu!bcpwf!nfbo!tfb!mfwfm/!Uijt!voju!xjmm!sfrvjsf!jnqpsubou!
dpotjefsbujpo!xjui!sftqfdu!up!tmpqf!tubcjmjuz!boe!jut!fyqbotjpo!qpufoujbm-!boe!xjmm!sfrvjsf!sfnfejbm!
hsbejoh!nfbtvsft/!!
Uif!Pubz!Nftb!Mbufsbm!Tqsfbe-!dpnnpomz!sfgfssfe!up!bt!bo!bodjfou!jousb.gpsnbujpobm!mboetmjef!cz!
hfpmphjtut-!jt!nbqqfe!xjuijo!uif!tjuf!cpvoebsz/!Uijt!bodjfou!mboetmjef-!xijdi!jt!pwfs!9.njmft!xjef!boe!
bqqspyjnbufmz!3¾.njmft!mpoh-!jt!foujsfmz!dpoubjofe!xjuijo!uif!Pubz!Gpsnbujpo!boe!ufsnjobuft!bmpoh!
uif!Mb!Obdjôo!Gbvmu!up!uif!xftu/!Xf!ibwf!bmtp!pctfswfe!boe!nbqqfe!uijt!gfbuvsf!evsjoh!uif!hsbejoh!
pqfsbujpot!gps!Pmznqjd!Qbslxbz!boe!puifs!ofjhicpsjoh!sftjefoujbm!efwfmpqnfout/!!
Uif!cbtbm!tvsgbdf!pg!uif!bodjfou!jousb.gpsnbujpobm!mboetmjef!pddvssfe!bmpoh!b!tjohmf-!dpoujovpvt-!
cfoupojujd!dmbz!cfe!uibu!dpjodjeft!xjui!uif!cfoupojujd!dmbz!cfe!nbqqfe!po!Gjhvsft!3!boe!4!)Sfgfsfodf!
Op/!2*/!Uif!tmjef!nbtt!dpotjtut!pg!sfmbujwfmz!voejtuvscfe!dpotpmjebufe!cmpdlt!pg!uif!Pubz!Gpsnbujpo!
uibu!ibwf!mpx!up!wfsz!mpx!dpnqsfttjcjmjuz!dibsbdufsjtujdt/!Tpnf!bsfbt!fyijcju!qmbtujdbmmz!efgpsnfe!
cfoupojuf!xijdi!ibt!cffo!trvff{fe!joup!uif!pwfsmzjoh!nbtt!dsfbujoh!voqsfejdubcmf!ejbqjst!boe!gmbnf!
tusvduvsft!uibu!wbsz!jo!ejnfotjpo!boe!psjfoubujpo/!Jg!qsftfou-!uiftf!gfbuvsft!dbo!dsfbuf!qspcmfnt!gps!tjuf!
jnqspwfnfout!evf!up!uifjs!fyqbotjpo!qpufoujbm/!Bmuipvhi!opu!pctfswfe!xjuijo!uif!fyqmpsbupsz!cpsjoht!!
Qspkfdu!Op/!H3563.43.13!.!7!.!Kvof!34-!3131!
boe!usfodift-!uif!qpufoujbm!gps!uiftf!dpoejujpot!xjmm!cf!fwbmvbufe!evsjoh!uif!hsbejoh!qibtf!pg!qspkfdu!
efwfmpqnfou/!
CG.2.3!jt!voefsmbjo!cz!uif!ijhimz!fyqbotjwf!cfoupojujd!dmbz!cfet!pg!uif!Pubz!Gpsnbujpo/!!
Sweetwater Formation – Uif!Txffuxbufs!Gpsnbujpo-!dpnnpomz!sfgfssfe!up!bt!uif!hsjutupof!mbzfs!
pg!uif!Pubz!Gpsnbujpo-!voefsmjft!uif!Pubz!Gpsnbujpo!boe!jt!dibsbdufsj{fe!bt!efotf!up!wfsz!efotf-!
hsbwfmmz-!gjof!up!dpbstf!tboetupof!uibu!jt!mpdbmmz!dfnfoufe/!Uif!Txffuxbufs!Gpsnbujpo!hfofsbmmz!ibt!b!
ijhi!tifbs!tusfohui!boe!b!mpx!fyqbotjwf!qpufoujbm/!!
CG.2.2!jt!tvqqpsufe!po!uijt!voju/!!
Soil or Groundwater Contamination
Cbtfe!po!sfwjfx!pg!uif!Hfpusbdlfs!xfctjuf-!op!bdujwf!dmfbovq!tjuft!fyjtu!po!ps!bekbdfou!up!uif!tvckfdu!
cbtjo!mpdbujpot/!Jo!beejujpo-!xf!bsf!opu!bxbsf!pg!boz!dpoubnjobufe!tpjmt!ps!tibmmpx!hspvoexbufs!po!uif!
tjuf!uibu!xpvme!qsfdmvef!tupsn!xbufs!jogjmusbujpo/!Bo!fowjsponfoubm!bttfttnfou!xbt!opu!qbsu!pg!pvs!
tdpqf!pg!xpsl/!
Slopes and Other Geologic Hazards
Jogjmusbujpo!pg!tupsn!xbufs!bekbdfou!up!dvu!ps!gjmm!tmpqft!tipvme!cf!bwpjefe/!Gjmm!tmpqft!xjmm!fyijcju!
jotubcjmjuz!jg!xbufs!jt!bmmpxfe!up!tbuvsbuf!uif!dpnqbdufe!gjmm/!Dvu!tmpqft!nbz!fyijcju!ebzmjhiu!tffqbhf/!
Cbtfe!po!tuboebse!tfucbdl!hvjefmjoft!qspwjefe!cz!uif!Djuz!pg!Divmb!Wjtub-!uif!qspqptfe!cbtjot!bsf!
tjuvbufe!xjuijo!uif!tfucbdl!{poft!gps!obuvsbm!boe!gjmm!tmpqft/!!
STORM WATER DESIGN NARRATIVE
Uif!mpdbujpot!pg!uif!qspqptfe!cbtjot!)CG.2.2!boe!CG.2.3*!xfsf!qspwjefe!cz!uif!Qspkfdu!Djwjm!Fohjoffs!
dpotjefsjoh!tjuf!upqphsbqiz-!qspqptfe!hsbejoh-!boe!vmujnbuf!efwfmpqnfou/!Cbtfe!po!uif!jogpsnbujpo!
qspwjefe-!fbdi!pg!uif!cbtjo!mpdbujpot!xbt!diptfo!cbtfe!po!uif!gvuvsf!vmujnbuf!efwfmpqnfou!jodmvejoh<!
sbjtjoh!uif!gjojti!hsbef-!dpotusvdujoh!spbexbzt-!dvsc!boe!hvuufst-!tjefxbmlt-!boe!bttpdjbufe!vujmjujft!up!
njujhbuf!qfbl!gmpx!svopgg!boe!tbujtgz!izespnpejgjdbujpo!sfrvjsfnfout!gps!fbdi!ENB!bsfb/!!
Xf!qfsgpsnfe!pvs!tjuf!sfdpoobjttbodf!boe!cbdlhspvoe!sftfbsdi!gps!uif!tvckfdu!qspqfsuz!up!fwbmvbuf!
qpufoujbm!bsfbt!pg!jogjmusbujpo/!Xf!fyqfdu!uif!potjuf!tpjm!boe!hfpmphjd!vojut!up!fyijcju!wfsz!tmpx!
jogjmusbujpo!sbuft!uibu!ep!opu!nffu!uif!njojnvn!uisftipmet!gps!gvmm!ps!qbsujbm!jogjmusbujpo/!Jogjmusbujpo!pg!
tupsn!xbufs!tipvme!cf!bwpjefe!evf!up!uif!tpjm!boe!hfpmphjd!dpoejujpot!eftdsjcfe!ifsfjo!boe!jo!
Sfgfsfodf!Op/!2/!Jo!beejujpo-!uif!gpsnbujpobm!nbufsjbmt!fyijcju!gfbuvsft!uibu!xpvme!qpufoujbmmz!bmmpx!
Qspkfdu!Op/!H3563.43.13!.!8!.!Kvof!34-!3131!
gps!mbufsbm!xbufs!njhsbujpo-!tmpqf!jotubcjmjuz-!ebzmjhiu!xbufs!tffqbhf!boe!fydfttjwf!wpmvnf!dibohf!evf!
up!uif!npefsbufmz!up!wfsz!ijhimz!fyqbotjwf!tpjmt!cfofbui!uif!qspqfsuz/!!!!
Ubcmf!5!qsftfout!b!tvnnbsz!pg!uif!boujdjqbufe!tpjm0hfpmphjd!dpoejujpot!cfofbui!fbdi!pg!uif!qspqptfe!
CNQ!mpdbujpot/!
TABLE 4
ANTICIPATED SOIL/GEOLOGIC CONDITIONS BENEATH BMP LOCATIONS
BMP ID Anticipated Geologic Conditions Adverse Geologic Conditions
Xftufso!Cbtjo!Mpx!izesbvmjd!dpoevdujwjuz<!bekbdfou!
Txffuxbufs!Gpsnbujpo!
)CG.2.2*!up!b!eftdfoejoh!obuvsbm!tmpqf!
Dvu.gjmm!usbotjujpo!fyqptjoh!ijhimz!fyqbotjwf!
Fbtufso!Cbtjo!
Gjmm!tpjm!?!6!gffu!uijdl<!tfuumfnfou-!
Pubz!Gpsnbujpo!ps!hsfbufs!uibo!36!gffu!pg!
)CG.2.3*!
wpmvnf!dibohf/!
dpnqbdufe!gjmm!
CONCLUSIONS AND RECOMMENDATIONS
Pvs!sftvmut!joejdbuf!uibu!fbdi!tupsn!xbufs!cbtjo!fyijcjut!bewfstf!tpjm!boe!hfpmphjd!dpoejujpot-!xjmm!cf!
tvqqpsufe!po!hsfbufs!uibo!6!gffu!pg!gjmm-!ps!mpdbufe!xjuijo!tmpqf!tfucbdl!{poft/!Jo!beejujpo-!xf!fyqfdu!
uiftf!vojut!up!fyijcju!wfsz!tmpx!jogjmusbujpo!dibsbdufsjtujdt!votvjubcmf!gps!jogjmusbujpo!CNQt/!
Dpotjefsjoh!uif!tjuf!boe!hfpmphjd!dpoejujpot-!ju!jt!pvs!pqjojpo!uibu!gvmm!boe!qbsujbm!jogjmusbujpo!jt!
jogfbtjcmf!po!uijt!tjuf/!Mjofst!boe!tvcesbjot!tipvme!cf!jotubmmfe!xjuijo!CNQ!bsfbt/!Jg!xbufs!jt!bmmpxfe!
up!jogjmusbuf!uif!tpjm-!xbufs!dpvme!njhsbuf!bxbz!gspn!uif!cbtjot!boe!joup!qvcmjd!boe!qsjwbuf!
jnqspwfnfout-!ps!joevdf!bewfstf!tpjm!npwfnfou/!!
Cbtfe!po!uif!sftvmut!pg!pvs!sftfbsdi!boe!uif!fyjtujoh!hfpmphjd!vojut!po!uif!qspqfsuz-!ju!epft!opu!bqqfbs!
uibu!uif!tjuf!dpoejujpot!qpttftt!bo!pqqpsuvojuz!gps!gvmm!boe!qbsujbm!jogjmusbujpo!cbtfe!po!uif!voefsmzjoh!
hfpmphjd!dpoejujpot/!Therefore, the property should be considered to possess a “No Infiltration”
condition in accordance with Appendix C of SWS.
STORM WATER MANAGEMENT DEVICES
Tupsn!xbufs!nbobhfnfou!efwjdft!tipvme!cf!qspqfsmz!dpotusvdufe!jo!bddpsebodf!xjui!uif!qspkfdu!qmbot/!
Mjofst!boe!tvcesbjot!tipvme!cf!jodpsqpsbufe!joup!uif!eftjho!boe!dpotusvdujpo!pg!uif!qmboofe!tupsn!
xbufs!CNQt/!Uif!mjofst!tipvme!cf!jnqfsnfbcmf!)f/h/!Ijhi.efotjuz!qpmzfuizmfof-!IEQF-!xjui!b!
uijdloftt!pg!bcpvu!41!njm!ps!frvjwbmfou!Qpmzwjozm!Dimpsjef, QWD*!up!qsfwfou!xbufs!njhsbujpo/!Uif!
tvcesbjot!tipvme!cf!qfsgpsbufe!xjuijo!uif!mjofs!bsfb-!jotubmmfe!bu!uif!cbtf!boe!bcpwf!uif!mjofs-!cf!bu!
mfbtu!5!jodift!jo!ejbnfufs!boe!dpotjtu!pg!Tdifevmf!51!QWD!qjqf/!Uif!tvcesbjot!pvutjef!pg!uif!mjofs!
tipvme!dpotjtu!pg!tpmje!qjqf/!Uif!qfofusbujpo!pg!uif!mjofst!bu!uif!tvcesbjot!tipvme!cf!qspqfsmz!
Qspkfdu!Op/!H3563.43.13!.!9!.!Kvof!34-!3131!
xbufsqsppgfe/!Uif!tvcesbjot!tipvme!cf!dpoofdufe!up!b!qspqfs!pvumfu/!Uif!efwjdft!tipvme!bmtp!cf!
jotubmmfe!jo!bddpsebodf!xjui!uif!nbovgbduvsfst!sfdpnnfoebujpot/!!
Jg!zpv!ibwf!boz!rvftujpot!sfhbsejoh!uijt!mfuufs-!ps!jg!xf!nbz!cf!pg!gvsuifs!tfswjdf-!qmfbtf!dpoubdu!uif!
voefstjhofe!bu!zpvs!dpowfojfodf/!
Wfsz!usvmz!zpvst-!!
HFPDPO!JODPSQPSBUFE!!
Usfwps!F/!Nzfst!Ebwje!C/!Fwbot!
SDF!74884!DFH!2971!
UFN;ECF;end!
)f.nbjm*!Beesfttff!
)f.nbjm*!Ivotblfs!boe!Bttpdjbuft!Tbo!Ejfhp-!Jod/!
Buufoujpo;!!!Ns/!Kpio!Sjwfsb!
Qspkfdu!Op/!H3563.43.13!.!:!.!Kvof!34-!3131!
Pollutant Control BMP Design Worksheets/Calculations
0000000000
993995
0.720.56
3895588312123201
2151431291RF x A
RF x A
Summation
Summation
00000000000000
Area
AreaSQFTSQFT33113311
1298212982
Pervious
Pervious
Weighted C =Weighted C =
000000000000
SQFT6537SQFT110613472453
2390430441
Imp Area
Imp Area
0.000.000.000.120.000.690.000.191.000.000.000.000.310.000.310.000.381.00
of Total
of Total
FractionFraction
1.00
70.1042.56
0000000000
SQFT6537SQFT331111061347
1298223904
DMA 6
DMA 3
5764.00
43422.68
(DMA3-C)(DMA7-D)
00000
0.000.000.610.77
22475178
14088773382024627671
RF x A
210800378863296110980189
2990.60
Summation
0000000000
0.000.00
Area
AreaSQFTSQFT74897489
29594
702665762165
Pervious
Pervious
29906.00
Weighted C =Weighted C =
0000000000
R:\\1561\\Hyd\\SWQMP\\TM\\Calcs\\EXCEL\\1561-Biofiltration Basins Sizing_Area Break Down - per DB comments.xlsx
5753
SQFTSQFT
15654859312249628249
420958319146841689
Imp AreaImp Area
0.000.000.000.220.390.300.010.081.000.000.000.000.080.000.730.000.191.00
of Totalof Total
FractionFraction
54.3279.04
0000000
74895753
SQFTSQFT
29906156548593122496
DMA 2DMA 5
702665420958348740
1603855
35738.24
(DMA5-C)
(DMA2-D)
SUNBOW
000000000000
875
0.590.760.53
252125745038114312413259
13551622942015027761
RF x ARF x ARF x A
190892270943225465765665
SummationSummationSummation
000000
0.000.000.000.000.000.000.000.000.000.000.000.000.000.00
AreaArea8578Area3809
SQFTSQFTSQFT
25208
BIOFILTRATION BMP DMA CALCULATIONS
636307661515
8578.363809.00
PerviousPerviousPervious
Weighted C =Weighted C =Weighted C =
0000000000000000
972
SQFTSQFT5597SQFT13792351
15057692152238927987
301048250516635836
Imp AreaImp AreaImp Area
0.000.000.000.250.350.290.020.081.000.000.000.000.090.000.730.000.181.000.000.000.000.350.000.380.000.271.00
of Totalof Totalof Total
FractionFractionFraction
49.0176.5438.17
000000000000
972
8578559738091379
SQFTSQFTSQFT
25208150576921522389
DMA 1DMA 4DMA 7
636307301048250516
6160.00
1297351
36564.89
DMA1-D)
(DMA4-D)(DMA7-D)
(DMA1-C +
000000
907790779077
100100100100100100100100100100100100
% Imp % Imp % Imp
%perv%perv%perv
RFRFRF
0.100.300.300.300.300.300.300.300.100.300.300.300.300.300.300.300.100.300.300.300.300.300.300.30
PerviousPerviousPervious
0.900.900.900.900.900.900.900.900.900.900.900.900.900.900.900.900.900.900.900.900.900.900.900.90
Imp. RFImp. RFImp. RF
BASININDUSTRIALMULTIUSE/COMMERCIALLANDSCAPEROOFROADDRIVEWAYSIDEWALKBASININDUSTRIALMULTIUSE/COMMERCIALLANDSCAPEROOFROADDRIVEWAYSIDEWALKBASININDUSTRIALMULTIUSE/COMMERCIALLANDSCAPEROOFROADDRIVEWAYSIDEWA
LK
2/25/2021
SUNBOW II, PHASE 3
DCV CALCULATION
DMA 1: Design Capture VolumeWorksheet B-2.1
85th percentile 24-hr storm depth from Figure
1d=0.53inches
B.1-1
Area tributary to BMP (s)
2A=29.78acres
Area weighted runoff factor (estimate using
3C=0.59unitless
Appendix B.1.1 and B.2.1)
Street trees volume reduction
4
TCV=0.00cubic-feet
Rain barrels volume reduction
5RCV=0.00cubic-feet
6Calculate DCV= (3630 x C x d x A) - TCV - RCVDCV=33,817cubic-feet
DMA 2: Design Capture VolumeWorksheet B-2.1
85th percentile 24-hr storm depth from Figure
1d=0.53inches
B.1-1
Area tributary to BMP (s)
2A=36.82acres
Area weighted runoff factor (estimate using
3C=0.61unitless
Appendix B.1.1 and B.2.1)
Street trees volume reduction
4TCV=0.00cubic-feet
Rain barrels volume reduction
5RCV=0.00cubic-feet
Calculate DCV= (3630 x C x d x A) - TCV - RCV
6DCV=43,292cubic-feet
DMA 3: Design Capture VolumeWorksheet B-2.1
85th percentile 24-hr storm depth from Figure
1d=0.53inches
B.1-1
Area tributary to BMP (s)
2A=1.00acres
Area weighted runoff factor (estimate using
3C=0.72unitless
Appendix B.1.1 and B.2.1)
Street trees volume reduction
4TCV=0.00cubic-feet
Rain barrels volume reduction
5RCV=0.00cubic-feet
Calculate DCV= (3630 x C x d x A) - TCV - RCV
6DCV=1,382cubic-feet
DMA 4: Design Capture VolumeWorksheet B-2.1
85th percentile 24-hr storm depth from Figure
1d=0.53inches
B.1-1
Area tributary to BMP (s)
A=0.84acres
2
Area weighted runoff factor (estimate using
3C=0.76unitless
Appendix B.1.1 and B.2.1)
Street trees volume reduction
4TCV=0.00cubic-feet
Rain barrels volume reduction
5RCV=0.00cubic-feet
Calculate DCV= (3630 x C x d x A) - TCV - RCV
6DCV=1,226cubic-feet
DMA #5: Design Capture VolumeWorksheet B-2.1
85th percentile 24-hr storm depth from Figure
1d=0.53inches
B.1-1
Area tributary to BMP (s)
2A=0.82acres
Area weighted runoff factor (estimate using
3C=0.77unitless
Appendix B.1.1 and B.2.1)
Street trees volume reduction
4TCV=0.00cubic-feet
Rain barrels volume reduction
5RCV=0.00cubic-feet
Calculate DCV= (3630 x C x d x A) - TCV - RCV
6DCV=1,222cubic-feet
DMA #6: Design Capture VolumeWorksheet B-2.1
85th percentile 24-hr storm depth from Figure
1d=0.53inches
B.1-1
Area tributary to BMP (s)
2A=0.13acres
Area weighted runoff factor (estimate using
3C=0.56unitless
Appendix B.1.1 and B.2.1)
Street trees volume reduction
4TCV=0.00cubic-feet
Rain barrels volume reduction
5RCV=0.00cubic-feet
Calculate DCV= (3630 x C x d x A) - TCV - RCV
6DCV=141cubic-feet
DMA #7: Design Capture VolumeWorksheet B-2.1
85th percentile 24-hr storm depth from Figure
1d=0.53inches
B.1-1
Area tributary to BMP (s)
2A=0.14acres
Area weighted runoff factor (estimate using
3C=0.53unitless
Appendix B.1.1 and B.2.1)
Street trees volume reduction
4TCV=0.00cubic-feet
Rain barrels volume reduction
5RCV=0.00cubic-feet
Calculate DCV= (3630 x C x d x A) - TCV - RCV
6DCV=144cubic-feet
2/25/2021R:\\1561\\Hyd\\SWQMP\\TM\\Calcs\\EXCEL\\1561-Biofiltration Basins Sizing_Area Break Down - per DB comments.xlsx
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Worksheet B.5-1
Sizing Method for Pollutant Removal Criteria
Area draining to the BMP
1297351.15sq. ft.
1
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
20.59
th
30.53inches
85 percentile 24-hour rainfall depth
Design capture volume \[Line 1 x Line 2 x (Line 3/12)\]
33817cu. ft.
4
BMP Parameters
Surface ponding \[6 inch minimum, 12 inch maximum\]
12inches
5
Mediathickness\[18inchesminimum\],alsoaddmulchlayerandwashedASTM33
621inches
fine aggregate sand thickness to this line for sizing calculations
Aggregatestorage(alsoaddASTMNo8stone)aboveunderdraininvert(12inches
12inches
7
typical) – use 0 inches if the aggregate is not over the entire bottom surface area
Aggregatestoragebelowunderdraininvert(3inchesminimum)–use0inchesifthe
83inches
aggregate is not over the entire bottom surface area
Freely drained pore storage of the media
0.2in/in
9
Porosity of aggregate storage
100.4in/in
Mediafiltrationratetobeusedforsizing(maximumfiltrationrateof5in/hr.withno
outletcontrol;ifthefiltrationrateiscontrolledbytheoutletusetheoutletcontrolled
3.525in/hr.
11
rate(includesinfiltrationintothesoilandflowratethroughtheoutletstructure)
which will be less than 5 in/hr.)
Baseline Calculations
Allowable routing time for sizing
6hours
12
Depth filtered during storm \[ Line 11 x Line 12\]
21.15inches
13
Depth of Detention Storage
1422.2inches
\[Line 5 + (Line 6 x Line 9) + (Line 7 x Line 10) + (Line 8 x Line 10)\]
Total Depth Treated \[Line 13 + Line 14\]
43.35inches
15
Option 1 – Biofilter 1.5 times the DCV
Required biofiltered volume \[1.5 x Line 4\]
50725cu. ft.
16
Required Footprint \[Line 16/ Line 15\] x 12
14042sq. ft.
17
Option 2 - Store 0.75 of remaining DCV in pores and ponding
Required Storage (surface + pores) Volume \[0.75 x Line 4\]
25363cu. ft.
18
Required Footprint \[Line 18/ Line 14\] x 12
13710sq. ft.
19
Footprint of the BMP
BMP Footprint Sizing Factor (Default 0.03 or an alternative minimum footprint sizing
0.03
20
factor from Line 11 in Worksheet B.5-4)
Minimum BMP Footprint \[Line 1 x Line 2 x Line 20\]
2122970sq. ft.
Footprint of the BMP = Maximum(Minimum(Line 17, Line 19), Line 21)
2222970sq. ft.
Provided BMP Footprint
25208sq. ft.
23
Is Line 23
24
Yes, Performance Standard is Met
Line 22?
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Worksheet B.5-1
Sizing Method for Pollutant Removal Criteria
Area draining to the BMP
1603854.55sq. ft.
1
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
20.61
th
30.53inches
85 percentile 24-hour rainfall depth
Design capture volume \[Line 1 x Line 2 x (Line 3/12)\]
43292cu. ft.
4
BMP Parameters
Surface ponding \[6 inch minimum, 12 inch maximum\]
12inches
5
Mediathickness\[18inchesminimum\],alsoaddmulchlayerandwashedASTM33
621inches
fine aggregate sand thickness to this line for sizing calculations
Aggregatestorage(alsoaddASTMNo8stone)aboveunderdraininvert(12inches
12inches
7
typical) – use 0 inches if the aggregate is not over the entire bottom surface area
Aggregatestoragebelowunderdraininvert(3inchesminimum)–use0inchesifthe
83inches
aggregate is not over the entire bottom surface area
Freely drained pore storage of the media
0.2in/in
9
Porosity of aggregate storage
100.4in/in
Mediafiltrationratetobeusedforsizing(maximumfiltrationrateof5in/hr.withno
outletcontrol;ifthefiltrationrateiscontrolledbytheoutletusetheoutletcontrolled
2.962in/hr.
11
rate(includesinfiltrationintothesoilandflowratethroughtheoutletstructure)
which will be less than 5 in/hr.)
Baseline Calculations
Allowable routing time for sizing
6hours
12
Depth filtered during storm \[ Line 11 x Line 12\]
17.772inches
13
Depth of Detention Storage
1422.2inches
\[Line 5 + (Line 6 x Line 9) + (Line 7 x Line 10) + (Line 8 x Line 10)\]
Total Depth Treated \[Line 13 + Line 14\]
39.972inches
15
Option 1 – Biofilter 1.5 times the DCV
Required biofiltered volume \[1.5 x Line 4\]
64937cu. ft.
16
Required Footprint \[Line 16/ Line 15\] x 12
19495sq. ft.
17
Option 2 - Store 0.75 of remaining DCV in pores and ponding
Required Storage (surface + pores) Volume \[0.75 x Line 4\]
32469cu. ft.
18
Required Footprint \[Line 18/ Line 14\] x 12
17551sq. ft.
19
Footprint of the BMP
BMP Footprint Sizing Factor (Default 0.03 or an alternative minimum footprint sizing
0.03
20
factor from Line 11 in Worksheet B.5-4)
Minimum BMP Footprint \[Line 1 x Line 2 x Line 20\]
2129406sq. ft.
Footprint of the BMP = Maximum(Minimum(Line 17, Line 19), Line 21)
2229406sq. ft.
Provided BMP Footprint
29906sq. ft.
23
Is Line 23
24
Yes, Performance Standard is Met
Line 22?
DMA 3: Compact Biofiltration Design FlowsWorksheet B.6-1
DCVDCV
11,382cubic-feet
DCV RetainedDCV Retained
20.00cubic-feet
DCV BiofilteredDCV Biofiltered
30.00cubic-feet
DCV requiring flow-thru (Line 1 - Line 2 - 0.67*Line 3)
DCV flow-thru
41,382cubic-feet
Adjustment Factor (Line 4 / Line1)AF=
51.00unitless
Design rainfall intensityi=
60.2in/hr
Area tributary to BMP(s)A=
71.00acres
Area-weighted runoff factor (estimate using Appendix B.2)C=
80.72unitless
Calculate Flow Rate = AF x (C x i x A) x1.5Q=
90.217cfs
Adjustment factor shall be estimated considering only retention and biofiltration BMPs located
1)
Volume based (e.g., dry extended detention basin) Compact Biofiltration treatment control
2)
Propietary BMPs, if used, shall provide certified treatment capacity equal to or greater than the
3)
Compact Biofiltration treatment control BMPs shall be sized to filter or treat the maximum flow
4)
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Sizing Method for Volume RetentionWorksheet B.5-2
Area draining to the BMP
1
43422.68sq. ft.
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
2
0.72
th
3
0.53inches
85 percentile 24-hour rainfall depth
Design capture volume \[Line 1 x Line 2 x (Line 3/12)\]
4
1382cu. ft.
Volume Retention Requirement
Measured infiltration rate in the DMA
Note:
When mapped hydrologic soil groups are used enter 0.10 for NRCS Type D
soils and for NRCS Type C soils enter 0.30
5
0in/hr.
When in no infiltration condition and the actual measured infiltration rate is
unknown enter 0.0 if there are geotechnical and/or groundwater hazards
identified in Appendix C or enter 0.05
Factor of safety
6
2
Reliable infiltration rate, for biofiltration BMP sizing \[Line 5 / Line 6\]
7
0in/hr.
Average annual volume reduction target (Figure B.5-2)
When Line 7 > 0.01 in/hr. = Minimum (40, 166.9 x Line 7 +6.62)
8
3.5%
When Line 7 0.01 in/hr. = 3.5%
Fraction of DCV to be retained (Figure B.5-3)
When Line 8 > 8% =
32
9
0.023
0.0000013 x Line 8 - 0.000057 x Line 8 + 0.0086 x Line 8 - 0.014
When Line 8 8% = 0.023
Target volume retention \[Line 9 x Line 4\]
10
32cu. ft.
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Volume Retention for No Infiltration ConditionWorksheet B.5-6
Area draining to the biofiltration BMP
43422.68
1
sq. ft.
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
0.72
2
Effective impervious area draining to the BMP \[Line 1 x Line 2\]
31291
3
sq. ft.
Required area for Evapotranspiration \[Line 3 x 0.03\]
939
4
sq. ft.
Biofiltration BMP Footprint
5
sq. ft.
Landscape Area (must be identified on DS-3247)
23
Identification145
Landscape area that meet the requirements in
64327.23
SD-B and SD-F Fact Sheet (sq. ft.)
Impervious area draining to the landscape area
72179
(sq. ft.)
Impervious to Pervious Area ratio
8
0.500.000.000.000.00
\[Line 7/Line 6\]
Effective Credit Area
9
14530000
If (Line 8 >1.5, Line 6, Line 7/1.5\]
Sum of Landscape area \[sum of Line 9 Id’s 1 to 5\]
1453
10
sq. ft.
Provided footprint for evapotranspiration \[Line 5 + Line 10\]
1453
11
sq. ft.
Volume Retention Performance Standard
Volume Retention Performance Standard is Met
12
Is Line 11Line 4?
Fraction of the performance standard met through the BMP footprint and/or
1.55
13
landscaping \[Line 11/Line 4\]
Target Volume Retention \[Line 10 from Worksheet B.5.2\]
32
14
cu. ft.
Volume retention required from other site design BMPs
-17.48276818
15
cu. ft.
\[(1-Line 13) x Line 14\]
Site Design BMP
Site Design TypeCredit
Identification
1cu. ft.
2cu. ft.
3cu. ft.
4cu. ft.
16
5cu. ft.
Sum of volume retention benefits from other site design BMPs (e.g. trees;
rain barrels etc.). \[sum of Line 16 Credits for Id’s 1 to 5\]
0
cu. ft.
Provide documentation of how the site design credit is calculated in the PDP
SWQMP.
Is Line 16 Line 15?Volume Retention Performance Standard is Met
17
DMA 4: Compact Biofiltration Design FlowsWorksheet B.6-1
DCVDCV
11,234cubic-feet
DCV RetainedDCV Retained
20.00cubic-feet
DCV BiofilteredDCV Biofiltered
30.00cubic-feet
DCV requiring flow-thru (Line 1 - Line 2 - 0.67*Line 3)
DCV flow-thru
41,234cubic-feet
Adjustment Factor (Line 4 / Line1)AF=
51.00unitless
Design rainfall intensityi=
60.2in/hr
Area tributary to BMP(s)A=
70.84acres
Area-weighted runoff factor (estimate using Appendix B.2)C=
80.76unitless
Calculate Flow Rate = AF x (C x i x A) x1.5Q=
90.194cfs
Adjustment factor shall be estimated considering only retention and biofiltration BMPs located
1)
Volume based (e.g., dry extended detention basin) Compact Biofiltration treatment control
2)
Propietary BMPs, if used, shall provide certified treatment capacity equal to or greater than the
3)
Compact Biofiltration treatment control BMPs shall be sized to filter or treat the maximum flow
4)
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Sizing Method for Volume RetentionWorksheet B.5-2
Area draining to the BMP
1
36564.89sq. ft.
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
2
0.76
th
3
0.53inches
85 percentile 24-hour rainfall depth
Design capture volume \[Line 1 x Line 2 x (Line 3/12)\]
4
1226cu. ft.
Volume Retention Requirement
Measured infiltration rate in the DMA
Note:
When mapped hydrologic soil groups are used enter 0.10 for NRCS Type D
soils and for NRCS Type C soils enter 0.30
5
0in/hr.
When in no infiltration condition and the actual measured infiltration rate is
unknown enter 0.0 if there are geotechnical and/or groundwater hazards
identified in Appendix C or enter 0.05
Factor of safety
6
2
Reliable infiltration rate, for biofiltration BMP sizing \[Line 5 / Line 6\]
7
0in/hr.
Average annual volume reduction target (Figure B.5-2)
When Line 7 > 0.01 in/hr. = Minimum (40, 166.9 x Line 7 +6.62)
8
3.5%
When Line 7 0.01 in/hr. = 3.5%
Fraction of DCV to be retained (Figure B.5-3)
When Line 8 > 8% =
32
9
0.023
0.0000013 x Line 8 - 0.000057 x Line 8 + 0.0086 x Line 8 - 0.014
When Line 8 8% = 0.023
Target volume retention \[Line 9 x Line 4\]
10
28cu. ft.
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Volume Retention for No Infiltration ConditionWorksheet B.5-6
Area draining to the biofiltration BMP
36564.89
1
sq. ft.
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
0.76
2
Effective impervious area draining to the BMP \[Line 1 x Line 2\]
27761
3
sq. ft.
Required area for Evapotranspiration \[Line 3 x 0.03\]
833
4
sq. ft.
Biofiltration BMP Footprint
5
sq. ft.
Landscape Area (must be identified on DS-3247)
23
Identification145
Landscape area that meet the requirements in
62859.45
SD-B and SD-F Fact Sheet (sq. ft.)
Impervious area draining to the landscape area
71865.77
(sq. ft.)
Impervious to Pervious Area ratio
8
0.650.000.000.000.00
\[Line 7/Line 6\]
Effective Credit Area
9
12440000
If (Line 8 >1.5, Line 6, Line 7/1.5\]
Sum of Landscape area \[sum of Line 9 Id’s 1 to 5\]
1244
10
sq. ft.
Provided footprint for evapotranspiration \[Line 5 + Line 10\]
1244
11
sq. ft.
Volume Retention Performance Standard
Volume Retention Performance Standard is Met
12
Is Line 11Line 4?
Fraction of the performance standard met through the BMP footprint and/or
1.49
13
landscaping \[Line 11/Line 4\]
Target Volume Retention \[Line 10 from Worksheet B.5.2\]
28
14
cu. ft.
Volume retention required from other site design BMPs
-13.81846073
15
cu. ft.
\[(1-Line 13) x Line 14\]
Site Design BMP
Site Design TypeCredit
Identification
1cu. ft.
2cu. ft.
3cu. ft.
4cu. ft.
16
5cu. ft.
Sum of volume retention benefits from other site design BMPs (e.g. trees;
rain barrels etc.). \[sum of Line 16 Credits for Id’s 1 to 5\]
0
cu. ft.
Provide documentation of how the site design credit is calculated in the PDP
SWQMP.
Is Line 16 Line 15?Volume Retention Performance Standard is Met
17
DMA 5: Compact Biofiltration Design FlowsWorksheet B.6-1
DCVDCV
11,227cubic-feet
DCV RetainedDCV Retained
20.00cubic-feet
DCV BiofilteredDCV Biofiltered
30.00cubic-feet
DCV requiring flow-thru (Line 1 - Line 2 - 0.67*Line 3)
DCV flow-thru
41,227cubic-feet
Adjustment Factor (Line 4 / Line1)AF=
51.00unitless
Design rainfall intensityi=
60.2in/hr
Area tributary to BMP(s)A=
70.82acres
Area-weighted runoff factor (estimate using Appendix B.2)C=
80.78unitless
Calculate Flow Rate = AF x (C x i x A) x1.5Q=
90.193cfs
Adjustment factor shall be estimated considering only retention and biofiltration BMPs located
1)
Volume based (e.g., dry extended detention basin) Compact Biofiltration treatment control
2)
Propietary BMPs, if used, shall provide certified treatment capacity equal to or greater than the
3)
Compact Biofiltration treatment control BMPs shall be sized to filter or treat the maximum flow
4)
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Sizing Method for Volume RetentionWorksheet B.5-2
Area draining to the BMP
1
35738.24sq. ft.
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
2
0.77
th
3
0.53inches
85 percentile 24-hour rainfall depth
Design capture volume \[Line 1 x Line 2 x (Line 3/12)\]
4
1222cu. ft.
Volume Retention Requirement
Measured infiltration rate in the DMA
Note:
When mapped hydrologic soil groups are used enter 0.10 for NRCS Type D
soils and for NRCS Type C soils enter 0.30
5
0in/hr.
When in no infiltration condition and the actual measured infiltration rate is
unknown enter 0.0 if there are geotechnical and/or groundwater hazards
identified in Appendix C or enter 0.05
Factor of safety
6
2
Reliable infiltration rate, for biofiltration BMP sizing \[Line 5 / Line 6\]
7
0in/hr.
Average annual volume reduction target (Figure B.5-2)
When Line 7 > 0.01 in/hr. = Minimum (40, 166.9 x Line 7 +6.62)
8
3.5%
When Line 7 0.01 in/hr. = 3.5%
Fraction of DCV to be retained (Figure B.5-3)
When Line 8 > 8% =
32
9
0.023
0.0000013 x Line 8 - 0.000057 x Line 8 + 0.0086 x Line 8 - 0.014
When Line 8 8% = 0.023
Target volume retention \[Line 9 x Line 4\]
10
28cu. ft.
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Volume Retention for No Infiltration ConditionWorksheet B.5-6
Area draining to the biofiltration BMP
35738.24
1
sq. ft.
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
0.77
2
Effective impervious area draining to the BMP \[Line 1 x Line 2\]
27671
3
sq. ft.
Required area for Evapotranspiration \[Line 3 x 0.03\]
830
4
sq. ft.
Biofiltration BMP Footprint
5
sq. ft.
Landscape Area (must be identified on DS-3247)
23
Identification145
Landscape area that meet the requirements in
62496.35
SD-B and SD-F Fact Sheet (sq. ft.)
Impervious area draining to the landscape area
71917.82
(sq. ft.)
Impervious to Pervious Area ratio
8
0.770.000.000.000.00
\[Line 7/Line 6\]
Effective Credit Area
9
12790000
If (Line 8 >1.5, Line 6, Line 7/1.5\]
Sum of Landscape area \[sum of Line 9 Id’s 1 to 5\]
1279
10
sq. ft.
Provided footprint for evapotranspiration \[Line 5 + Line 10\]
1279
11
sq. ft.
Volume Retention Performance Standard
Volume Retention Performance Standard is Met
12
Is Line 11Line 4?
Fraction of the performance standard met through the BMP footprint and/or
1.54
13
landscaping \[Line 11/Line 4\]
Target Volume Retention \[Line 10 from Worksheet B.5.2\]
28
14
cu. ft.
Volume retention required from other site design BMPs
-15.17891937
15
cu. ft.
\[(1-Line 13) x Line 14\]
Site Design BMP
Site Design TypeCredit
Identification
1cu. ft.
2cu. ft.
3cu. ft.
4cu. ft.
16
5cu. ft.
Sum of volume retention benefits from other site design BMPs (e.g. trees;
rain barrels etc.). \[sum of Line 16 Credits for Id’s 1 to 5\]
0
cu. ft.
Provide documentation of how the site design credit is calculated in the PDP
SWQMP.
Is Line 16 Line 15?Volume Retention Performance Standard is Met
17
DMA 6: Compact Biofiltration Design FlowsWorksheet B.6-1
DCVDCV
1141cubic-feet
DCV RetainedDCV Retained
20.00cubic-feet
DCV BiofilteredDCV Biofiltered
30.00cubic-feet
DCV requiring flow-thru (Line 1 - Line 2 - 0.67*Line 3)
DCV flow-thru
4141cubic-feet
Adjustment Factor (Line 4 / Line1)AF=
51.00unitless
Design rainfall intensityi=
60.2in/hr
Area tributary to BMP(s)A=
70.13acres
Area-weighted runoff factor (estimate using Appendix B.2)C=
80.56unitless
Calculate Flow Rate = AF x (C x i x A) x1.5Q=
90.022cfs
Adjustment factor shall be estimated considering only retention and biofiltration BMPs located
1)
Volume based (e.g., dry extended detention basin) Compact Biofiltration treatment control
2)
Propietary BMPs, if used, shall provide certified treatment capacity equal to or greater than the
3)
Compact Biofiltration treatment control BMPs shall be sized to filter or treat the maximum flow
4)
TVOCPX!JJ-!QIBTF!4
Qspkfdu!Obnf
CG.4.7
CNQ!JE
Sizing Method for Volume RetentionWorksheet B.5-2
Area draining to the BMP
1
5764.00sq. ft.
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
2
0.56
th
3
0.53inches
85 percentile 24-hour rainfall depth
Design capture volume \[Line 1 x Line 2 x (Line 3/12)\]
4
141cu. ft.
Volume Retention Requirement
Measured infiltration rate in the DMA
Note:
When mapped hydrologic soil groups are used enter 0.10 for NRCS Type D
soils and for NRCS Type C soils enter 0.30
5
0in/hr.
When in no infiltration condition and the actual measured infiltration rate is
unknown enter 0.0 if there are geotechnical and/or groundwater hazards
identified in Appendix C or enter 0.05
Factor of safety
6
2
Reliable infiltration rate, for biofiltration BMP sizing \[Line 5 / Line 6\]
7
0in/hr.
Average annual volume reduction target (Figure B.5-2)
When Line 7 > 0.01 in/hr. = Minimum (40, 166.9 x Line 7 +6.62)
8
3.5%
When Line 7 0.01 in/hr. = 3.5%
Fraction of DCV to be retained (Figure B.5-3)
When Line 8 > 8% =
32
9
0.023
0.0000013 x Line 8 - 0.000057 x Line 8 + 0.0086 x Line 8 - 0.014
When Line 8 8% = 0.023
Target volume retention \[Line 9 x Line 4\]
10
3cu. ft.
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CG.4.7
CNQ!JE
Volume Retention for No Infiltration ConditionWorksheet B.5-6
Area draining to the biofiltration BMP
5764.00
1
sq. ft.
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
0.56
2
Effective impervious area draining to the BMP \[Line 1 x Line 2\]
3201
3
sq. ft.
Required area for Evapotranspiration \[Line 3 x 0.03\]
96
4
sq. ft.
Biofiltration BMP Footprint
5
sq. ft.
Landscape Area (must be identified on DS-3247)
23
Identification145
Landscape area that meet the requirements in
61103.67
SD-B and SD-F Fact Sheet (sq. ft.)
Impervious area draining to the landscape area
7449
(sq. ft.)
Impervious to Pervious Area ratio
8
0.410.000.000.000.00
\[Line 7/Line 6\]
Effective Credit Area
9
2990000
If (Line 8 >1.5, Line 6, Line 7/1.5\]
Sum of Landscape area \[sum of Line 9 Id’s 1 to 5\]
299
10
sq. ft.
Provided footprint for evapotranspiration \[Line 5 + Line 10\]
299
11
sq. ft.
Volume Retention Performance Standard
Volume Retention Performance Standard is Met
12
Is Line 11Line 4?
Fraction of the performance standard met through the BMP footprint and/or
3.11
13
landscaping \[Line 11/Line 4\]
Target Volume Retention \[Line 10 from Worksheet B.5.2\]
3
14
cu. ft.
Volume retention required from other site design BMPs
-6.861050075
15
cu. ft.
\[(1-Line 13) x Line 14\]
Site Design BMP
Site Design TypeCredit
Identification
1cu. ft.
2cu. ft.
3cu. ft.
4cu. ft.
16
5cu. ft.
Sum of volume retention benefits from other site design BMPs (e.g. trees;
rain barrels etc.). \[sum of Line 16 Credits for Id’s 1 to 5\]
0
cu. ft.
Provide documentation of how the site design credit is calculated in the PDP
SWQMP.
Is Line 16 Line 15?Volume Retention Performance Standard is Met
17
DMA 7: Compact Biofiltration Design FlowsWorksheet B.6-1
DCVDCV
1144cubic-feet
DCV RetainedDCV Retained
20.00cubic-feet
DCV BiofilteredDCV Biofiltered
30.00cubic-feet
DCV requiring flow-thru (Line 1 - Line 2 - 0.67*Line 3)
DCV flow-thru
4144cubic-feet
Adjustment Factor (Line 4 / Line1)AF=
51.00unitless
Design rainfall intensityi=
60.2in/hr
Area tributary to BMP(s)A=
70.14acres
Area-weighted runoff factor (estimate using Appendix B.2)C=
80.53unitless
Calculate Flow Rate = AF x (C x i x A) x1.5Q=
90.023cfs
Adjustment factor shall be estimated considering only retention and biofiltration BMPs located
1)
Volume based (e.g., dry extended detention basin) Compact Biofiltration treatment control
2)
Propietary BMPs, if used, shall provide certified treatment capacity equal to or greater than the
3)
Compact Biofiltration treatment control BMPs shall be sized to filter or treat the maximum flow
4)
TVOCPX!JJ-!QIBTF!4
Qspkfdu!Obnf
CG.4.8
CNQ!JE
Sizing Method for Volume RetentionWorksheet B.5-2
Area draining to the BMP
1
6160.00sq. ft.
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
2
0.53
th
3
0.53inches
85 percentile 24-hour rainfall depth
Design capture volume \[Line 1 x Line 2 x (Line 3/12)\]
4
144cu. ft.
Volume Retention Requirement
Measured infiltration rate in the DMA
Note:
When mapped hydrologic soil groups are used enter 0.10 for NRCS Type D
soils and for NRCS Type C soils enter 0.30
5
0in/hr.
When in no infiltration condition and the actual measured infiltration rate is
unknown enter 0.0 if there are geotechnical and/or groundwater hazards
identified in Appendix C or enter 0.05
Factor of safety
6
2
Reliable infiltration rate, for biofiltration BMP sizing \[Line 5 / Line 6\]
7
0in/hr.
Average annual volume reduction target (Figure B.5-2)
When Line 7 > 0.01 in/hr. = Minimum (40, 166.9 x Line 7 +6.62)
8
3.5%
When Line 7 0.01 in/hr. = 3.5%
Fraction of DCV to be retained (Figure B.5-3)
When Line 8 > 8% =
32
9
0.023
0.0000013 x Line 8 - 0.000057 x Line 8 + 0.0086 x Line 8 - 0.014
When Line 8 8% = 0.023
Target volume retention \[Line 9 x Line 4\]
10
3cu. ft.
TVOCPX!JJ-!QIBTF!4
Qspkfdu!Obnf
CG.4.8
CNQ!JE
Volume Retention for No Infiltration ConditionWorksheet B.5-6
Area draining to the biofiltration BMP
6160.00
1
sq. ft.
Adjusted runoff factor for drainage area (Refer to Appendix B.1 and B.2)
0.53
2
Effective impervious area draining to the BMP \[Line 1 x Line 2\]
3259
3
sq. ft.
Required area for Evapotranspiration \[Line 3 x 0.03\]
98
4
sq. ft.
Biofiltration BMP Footprint
5
sq. ft.
Landscape Area (must be identified on DS-3247)
23
Identification145
Landscape area that meet the requirements in
61269.67
SD-B and SD-F Fact Sheet (sq. ft.)
Impervious area draining to the landscape area
7324
(sq. ft.)
Impervious to Pervious Area ratio
8
0.260.000.000.000.00
\[Line 7/Line 6\]
Effective Credit Area
9
2160000
If (Line 8 >1.5, Line 6, Line 7/1.5\]
Sum of Landscape area \[sum of Line 9 Id’s 1 to 5\]
216
10
sq. ft.
Provided footprint for evapotranspiration \[Line 5 + Line 10\]
216
11
sq. ft.
Volume Retention Performance Standard
Volume Retention Performance Standard is Met
12
Is Line 11Line 4?
Fraction of the performance standard met through the BMP footprint and/or
2.21
13
landscaping \[Line 11/Line 4\]
Target Volume Retention \[Line 10 from Worksheet B.5.2\]
3
14
cu. ft.
Volume retention required from other site design BMPs
-4.005335345
15
cu. ft.
\[(1-Line 13) x Line 14\]
Site Design BMP
Site Design TypeCredit
Identification
1cu. ft.
2cu. ft.
3cu. ft.
4cu. ft.
16
5cu. ft.
Sum of volume retention benefits from other site design BMPs (e.g. trees;
rain barrels etc.). \[sum of Line 16 Credits for Id’s 1 to 5\]
0
cu. ft.
Provide documentation of how the site design credit is calculated in the PDP
SWQMP.
Is Line 16 Line 15?Volume Retention Performance Standard is Met
17
1
0.21.5
Yes
144216
0.530.53
6160
Filter
0.1410.0150.0230.1200.120
BF-3-7
DMA7-D
Round Curb Inlet
1
0.21.5
Yes
141212
0.560.53
5764
Filter
0.1320.0150.0220.1200.120
BF-3-6
DMA6-D
Round Curb Inlet
1
0.21.5
Yes
0.770.53
1833
0.8201,2220.1280.1920.2000.200
35738
BF-3-5
DMA5-C
ModularWetland
System Linear
1
0.21.5
Yes
0.760.53
1839
0.8391,2260.1290.1930.2000.200
36565
BF-3-4
DMA4-D
ModularWetland
System Linear
1
0.21.5
Yes
0.720.53
2073
0.9971,3820.1450.2170.2180.218
43423
BF-3-3
ModularWetland
DMA 3-C
L-4-17 (3.6)L-4-17 (3.3)L-4-17 (3.3)BC-RGISB-MF-22-24BC-RGISB-MF-22-24
System Linear
SUNBOW II, PHASE 3
#
ac
CFSCFSCFSCFS
N/A
sq ft
in/hr
Units
inches
unitlessunitlessunitlessunitlessunitless
cubic-feetcubic-feet
Location
WQ Flow Rate
Number of Units
Design Flow Rate
Total Tributary AreaTotal Tributary Area
Flow Rate Safety Factor
Design Capture Volume
Modular Wetland Model
Description
Drainage Basin ID or Name
Treatment Flow Rate (each)
Treatment Flow Rate (Total)
Final Adjusted Runoff Factor
Volume Retainied/Biofiltered
Is The BMP Adequately Sized?
85th Percentile Design Rainfall Depth
85th Percentile Design Rainfall Intensity
July 2017
GENERALUSE LEVEL DESIGNATION FOR BASIC, ENHANCED, AND
PHOSPHORUSTREATMENT
Forthe
MWS-Linear Modular Wetland
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Company tfdujpo!cfmpx*
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Bqqmjdbou;!Npevmbs!Xfumboe!Tztufnt-!Jod/
Bqqmjdbou(t!Beesftt;!PO. Box 869
Oceanside, CA 92054
Application Documents:
Original Application for Conditional Use Level Designation-!Npevmbs!Xfumboe!Tztufn-!
Mjofbs!Tupsnxbufs!Gjmusbujpo!Tztufn!Npevmbs!Xfumboe!Tztufnt-!Jod/-!Kbovbsz!3122
Quality Assurance Project Plan;NpevmbsXfumboe!tztufn!Mjofbs!Usfbunfou!Tztufn
qfsgpsnbodf!Npojupsjoh!Qspkfdu-!esbgu-!Kbovbsz!3122/
Revised Application for Conditional Use Level Designation-Npevmbs!Xfumboe!Tztufn-!
Mjofbs!Tupsnxbufs!Gjmusbujpo!Tztufn!Npevmbs!XfumboeTztufnt-Jod/-Nbz!3122
Memorandum:Modular Wetland System-Linear GULD Application Supplementary Data,
April 2014
Technical Evaluation Report: Modular Wetland System Stormwater Treatment System
Performance Monitoring, April 2014.
Applicant's Use Level Request:
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Applicant's Performance Claims:
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pg!UTT!gspn!tupsnxbufs!xjui!jogmvfou!dpodfousbujpot!cfuxffo!211!boe!311!nh0m/
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pgUpubm!Qiptqipsvt!gspn!tupsnxbufs!xjui!jogmvfou!dpodfousbujpot!cfuxffo!1/2!boe!1/6!
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pg!ejttpmwfe!Dpqqfs!gspn!tupsnxbufs!xjui!jogmvfou!dpodfousbujpot!cfuxffo!1/116boe!
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nh0m/
EcologyRecommendations:
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uftujoh-!uibuuifNXT!.Mjofbs!Npevmbs!Xfumboe!Tupsnxbufs!Usfbunfou!Tztufngjmufs!
tztufn!jt!dbqbcmf!pgbuubjojohFdpmphz(t!Cbtjd-!Upubm!qiptqipsvt-boe!Foibodfe
usfbunfouhpbmt/!
Findings of Fact:
Mbcpsbupsz!Uftujoh
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nfejb/
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dpogjefodf!mjnju!)MDM:6*!pg!uif!nfbo!upubm!qiptqipsvt!sfevdujpo!xbt!69qfsdfou/
Uif!mpxfs!:6qfsdfou!dpogjefodf!mjnju!pg!uif!nfbo!qfsdfou!sfnpwbm!xbt!71/6qfsdfou!gps!
ejttpmwfe!{jod!gps!jogmvfou!dpodfousbujpotjo!uif!sbohf!pg!1/13!up!1/4!nh0M!)o>22*/
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Issues to be addressed by the Company:
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gjstu!zfbs!po!bmm!jotubmmbujpot!jo!uif!Opsuixftu!jo!psefs!up!bttftt!tuboebse!nbjoufobodf!
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vtfuiftfebub!up!ftubcmjti!sfrvjsfe!nbjoufobodf!dzdmft/
3/Npevmbs!Xfumboe!Tztufnt-!Jod/!tipvme!dpmmfdu!qsf.usfbunfou!dibncfs!tfejnfou!efqui!
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boe!qsf.gjmufs!dmphhjoh/
Technology Description;
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Contact Information;
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4:9!Wj:b!Fm!Dfousp
Pdfbotjef-!DB!:3169
zach.kent@forterrabp.com
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Xbufs!Rvbmjuz!Qsphsbn!
)471*!518.7555
epvhmbt/ipxjfAfdz/xb/hpw
Revision History
DateRevision
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Sunbow II, Phase 3
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2B2B
CCSYA MAP
Downstream System Sensitivity to Coarse Sediment
(Preliminary Threshold Channel Analysis for Poggi Creek)
Downstream System Sensitivity to
Coarse Sediment
Preliminary Threshold Channel
Analysis for Poggi Creek
(per City of Chula Vista BMP Design
Manual Appendix H.7)
INTRODUCTION
The purpose of this analysis is, by referencing TRWE Susceptibility Analysis of Poggi Creek (TRWE
Susceptibility Analysis) and performing the Threshold Channel determination methodology listed in City
of Chula Vista BMP Design Manual Appendix H.7 (Manual), to demonstrate that the existing Poggi
Creek which is receiving our Sunbow II, Phase 3 project POC discharges satisfies the classification of
Threshold Channel. As a result, the Sunbow project (PDP) can be exempt from MS4 Permit
requirement for the Critical Coarse Sediment supply.
The following statements are interpreted from the City of Chula Vista BMP Design Manual Appendix
H.7.
METHODOLOGY
In general, a threshold channel is a stream channel in which channel boundary material has no
significant movement during the design flow. Once the study channel is classified as Threshold
Channel, changes in sediment supply are not considered a geomorphic condition of concern, therefore
the PDP project can be exempt from the coarse sediment supply requirements.
To demonstrate whether the channel is classified as a threshold channel, one must follow the steps
shown below:
Step1, determine the domain of analysis of the channel. This term refers to the channel reaches which
are receiving the project discharge or hydraulicly affected by the project (please see attached
Worksheet H.7-1 for the details of domain determination). All supporting calculations will be conducted
within this domain as well.
Step2,document photographs of the domain and determine the d50(in mm)of the bed material
(available from the attached TRWE Susceptibility Analysis).
Step3, calculate the Q10 and Specific Stream Power (SSP) using the Equation H.7-5 (page H-35) and
H.7-2 (page H-34) in Manual’s Appendix H.7. Regarding the Equation H.7-5, select a 50% overall
imperviousness for study drainage area to determine the Adjustment Factor. All other terms are directly
available from the attached TRWE Susceptibility Analysis.
Step4, Plot the calculated Specific Stream Power results against d50(in mm) in Figure H.7-1 in
Manual’s Appendix H.7, page H-34. If the plotted points are below the solid line in Figure H.7-1, the
study channel reaches are classified as threshold channel.
Step5, Thus theCONCULSION can be made that the PDP is exempted from the MS4 Coarse
Sediment Supply requirement despite the Sunbow PDP is in Critical Coarse Sediment Yielding Area.
The calculations and supporting data are all included in this analysis below.
Appendix H:
Guidance for Investigating Potential Critical Coarse Sediment Yield Areas
H.7 Downstream System Sensitivity to Coarse Sediment
If an applicant has identified onsite and/or upstream PCCSYAs and elects to perform additional
optional analyses to refine the PCCSYA designation, the guidance presented below should be
followed. Protection of critical coarse sediment yield areas is a necessary element of hydromodification
management because coarse sediment supply is as much an issue for causing erosive conditions to
receiving streams as are accelerated flows. However, not all downstream systems warrant preservation
of coarse sediment supply nor all source areas need to be protected. The following guidance shall be
used to refine PCCSYA designations:
Depositional Analysis (Appendix H.7.1)
Threshold Channel Analysis (Appendix H.7.2)
Coarse Sediment Source Area Verification (Appendix H.7.3)
H.7.1 Depositional Analysis
Areas identified as PCCSYAs may be removed from consideration if it is demonstrated that these
sources are deposited into existing systems prior to reaching the first downstream unlined water of
the state. Systems resulting in deposition may include existing natural sinks, existing structural BMPs,
existing hardened MS4 systems, or other existing similar features. Applicants electing to perform
depositional analysis to refine PCCSYA mapping must meet the following criteria to qualify for
exemption from CCSYA designation:
The existing hardened MS4 system that is being analyzed should be upstream of the first
downstream unlined waters of the state; and
The peak velocity from the discrete 2-year, 24-hour runoff event for the existing hardened
MS4 system that is being analyzed is less than three feet per second.
The three feet per second criteria is consistent with the recommended minimum velocity for storm
and sanitary sewers in ASCE Manual of Engineering Practice No. 37 (ASCE, 1970).
In limited scenarios, applicant may have the option to establish site specific minimum self-cleansing
velocity using Equation H.7-1 or other appropriate equations instead of using the default three feet
per second criteria. This site specific analysis must be documented in the SWQMP and the \[City
Engineer\] has the discretion to request additional analysis prior to approving a site specific minimum
self-cleansing velocity. If an applicant chooses to establish a site specific minimum self-cleansing
velocity for refinement, then the applicant must design any new bypass hardened conveyance systems
proposed by the project to meet the site specific criteria.
BMP Design Manual -Appendices
March 2019 Update H-31
2B-1
Appendix H:
Guidance for Investigating Potential Critical Coarse Sediment Yield Areas
Equation H.7-1: Minimum Self Cleansing Velocity
Where:
V = minimum self-cleansing velocity (ft/sec)
R = hydraulic radius (ft)
B = constant equal to 0.04 for clean granular particles (unitless)
sg = specific gravity of sediment particle (unitless): Use 2.65
Dg = sediment particle diameter (inches): Use 0.20 in
H.7.2 Threshold Channel Analysis
A threshold channel is a stream channel in which channel boundary material has no significant
movement during the design flow. If there is no movement of bed load in the stream channel, then it
is not anticipated that reductions in sediment supply will be detrimental to stream stability because the
channel bed consists of the parent material and not coarse sediment supplied from upstream. In such
a situation, changes in sediment supply are not considered a geomorphic condition of concern.
SCCWRP Technical Report 562 (2008) states the following in regards to sand vs. gravel bed
behavior/threshold vs. live-bed contrasts:
sediment supply. On the former, sand-bed channels typically have live beds, which transport
sediment continuously even at relatively low flows. Conversely, gravel/cobble-bed channels
generally transport the bulk of their bed sediment load more episodically, requiring higher flow
-bed streams without vertical control are much more sensitive to perturbations in flow and
sediment regimes than coarse-grain (gravel/cobble) threshold channels. This has clear implications
in their respective management regarding hydromodification (i.e., sand systems being relatively
more susceptible than coarser systems). This also has direct implications for the issue of sediment
trapping by storm water practices in watersheds draining to sand-bed streams, as well as general
loss of sediment supply following the conversion from undeveloped sparsely-vegetated to
developed well-
The following provides guidance for evaluating whether a stream channel is a threshold channel or
not. This determination is important because while accounting for changes in bed sediment supply is
appropriate for quantifying geomorphic impacts in non-threshold stream channels, it is not considered
appropriate for threshold channels. The domain of analysis for this evaluation shall be the same as
that used to evaluate susceptibility, per SCCWRP Technical Report 606, Field Manual for Assessing
Channel Susceptibility (2010). This domain is defined by the following upstream and downstream
boundaries:
BMP Design Manual -Appendices
March 2019 Update H-32
2B-2
Appendix H:
Guidance for Investigating Potential Critical Coarse Sediment Yield Areas
From the point of compliance proceed downstream until reaching one of the following:
o At least one reach downstream of the first grade-control point (preferably second
downstream grade control location);
o Tidal backwater/lentic (still water) waterbody;
o Equal order tributary (Strahler 1952);
o A 2-fold increase in drainage area.
OR demonstrate sufficient flow attenuation through existing hydrologic modeling.
From the point of compliance proceed upstream for 20 channel top widths OR to the first
grade control in good condition, whichever comes first.
Applicant must complete Worksheet H.7-1 to document selection of the domain of analysis. If the
entire domain of analysis is classified as a threshold channel, then the PDP can be exempt from the
MS4 Permit requirement for sediment supply. The following definitions from the Natural Resources
National Engineering Handbook Part 654 - Stream Restoration
Design (2007) are helpful in understanding what a threshold channel is.
Alluvial Channel: Streams and channels that have bed and banks formed of material
transported by the stream. There is an exchange of material between the inflowing sediment
load and the bed and banks of an alluvial channel (NRCS, 2007).
Threshold Channel: A channel in which channel boundary material has no significant
movement during the design flow (NRCS, 2007).
The key factor for determining whether a channel is a threshold channel is the composition of its bed
material. Larger bed sediment consisting primarily of cobbles and boulders are typically immobile,
unless the channel is a large river with sufficient discharge to regularly transport such grain sizes as
bed load. As a rule-of-thumb, channels with bed material that can withstand a 10-year peak discharge
without incipient motion are considered threshold channels and not live-bed alluvial channels.
Threshold channel beds typically consist of cobbles, boulders, bedrock, or very dense vegetation (e.g.,
a thicket). Threshold channels also includes channels that have existing grade control structures that
protect the stream channels from hydromodification impacts.
For a project to be exempt from coarse sediment supply requirements, the applicant must submit the
following for approval to the City Engineer:
Photographic documentation and grain size analysis used to determine the d of the bed
50
material; and
Calculations that show that the receiving water of concern meets the specific stream power
criteria defined below or a finding from a geomorphologist that the stream channel has existing
grade control structures that protect the stream channel from hydromodification impacts.
Specific Stream Power
Specific (i.e., unit) stream power is the rate at which the energy of flowing water is expended on the
bed and banks of a channel (refer to Equation H.7-1). SCCWRP studies have found that locating
channels on a plot of Specific Stream Power at Q (as calculated by the Hawley et al. method
10
BMP Design Manual -Appendices
March 2019 Update H-33
2B-3
Appendix H:
Guidance for Investigating Potential Critical Coarse Sediment Yield Areas
optimized for Southern California watersheds Figure H.7-1) versus median channel grain size is a
good predictor of channel stability. The Q equation from SCCWRP TR 606 is presented as Equation
10
H.7-2.
Equation H.7-2: Calculation of Specific Stream Power
Where:
3
: Specific Weight of Water (9810 N/m)
3
Q: Flow Rate (dominant discharge in many cases, m/sec)
S: Slope of Channel
w: Channel Width (meters)
Equation H.7-3: Calculation of Q using the Hawley et al. method
10
0.870.77
Q = 18.2 * A * P
10cfs
Where:
Q: 10 year Flow Rate in cubic feet per second
10cfs
A: Drainage Area in sq. miles
P: Mean Annual Precipitation in inches
Figure H.7-1: Threshold of stream instability based on specific stream power
and channel sediment diameter
BMP Design Manual -Appendices
March 2019 Update H-34
2B-4
Appendix H:
Guidance for Investigating Potential Critical Coarse Sediment Yield Areas
Since the SCCWRP TR 606 Q (Equation H.7-3) does not explicitly consider watershed
10
imperviousness, adjustment factors (AF) shown in Figure H.7-2 were developed using the following
Equation H.7-4 for Q from SCCWRP TR 654 to account for imperviousness while estimating Q.
1010
Equation H.7-4: Calculation of Q using equation from SCCWRP TR 654
10
3.610.8650.8040.7780.096
Q = e * A * DD * P * IMP
10224
Where:
Q: 10 year Flow Rate
10
A: Drainage Area in sq. miles
DD: Drainage Density
P: 2-Year 24-Hour Precipitation in inches
224
IMP: Watershed Imperviousness
Adjustment factors were developed as part of this methodology by changing the watershed
imperviousness in Equation H.7-4 and keeping the remaining terms constant. Adjustment factor for
imperviousness of 3.6% was set to 1; since it is the mean imperviousness of the dataset used to develop
the stability curve in Figure H.7-1. Updated Q equation with adjustment factor is presented as
10
Equation H.7-5 below:
Equation H.7-5: Calculation of Q with Adjustment Factor for Watershed Imperviousness
10
0.870.77
Q = AF * 18.2 * A * P
10cfs
Where:
Q: 10 year Flow Rate in cubic feet per second
10cfs
AF: Adjustment Factor
A: Drainage Area in sq. miles
P: Mean Annual Precipitation in inches
BMP Design Manual -Appendices
March 2019 Update H-35
2B-5
2B-6
Appendix H:
10
Potential Critical Coarse Sediment Yield Areas
Investigating
Guidance for
36
-
H
2: Adjustment factor to account for imperviousness while estimating Q
-
Figure H.7
Appendices
-
9 Update
201
BMP Design Manual March
Appendix H:
Guidance for Investigating Potential Critical Coarse Sediment Yield Areas
Steps for evaluating the specific stream power criteria are presented below:
Step 1: Calculate the specific stream power for the receiving water. Use Equation H.7-2, H.7-
5 and Figure H.7-2. Directly connected imperviousness shall be estimated using guidance
provided in the Water Quality Equivalency guidance document.
Step 2: Determine the dof representative cross section within the domain of analysis.
50
Step 3: Use results from Step 1 and Step 2; and Figure H.7-1 to determine if the receiving
water meets the specific stream power criteria. Receiving water shall be considered meeting
the specific stream power criteria when the point plotted based on results from Step 1 and
Step 2 is below the solid line in Figure H.7-1.
H.7.3 Coarse Sediment Source Area Verification
When it has been determined that PCCSYAs are present, and it has been determined that downstream
systems require protection, additional analysis may be performed that may refine the extents of actual
CCSYAs to be protected onsite. The following analysis shall be performed to determine if the mapped
PCCSYAs are a significant source of bed sediment supply to the receiving water, based on the coarse
sediment proportion of the soil onsite
evaluated.
Identify whether the source material is a coarse grained or fine grained soil. Coarse grained is
defined as over 50% by weight coarse than no. 200 sieve (i.e., d > 0.074 mm).
50
By performing this analysis, the applicant can exclude PCCSYAs that are determined to be
fine grained (i.e., d < 0.074 mm). Fine grained soils are not considered significant sources of
50
bed sediment supply.
Applicant shall include the following information in the SWQMP when this refinement option
is performed:
o Map with locations on where the grain size distribution analysis was performed;
o Photographic documentation; and
o Grain size distribution.
Additional grain size distribution analysis may be requested at specific locations by the County
prior to approval of this refinement.
Areas that are not expected to be a significant source of bed sediment supply (i.e. fine grained soils)
to the receiving stream do not require protection and are not considered CCSYAs.
If it is determined that the PCCSYAs are producing sediment that is critical to receiving streams, or if
the optional additional analysis presented above has not been performed, the project must provide
management measures for protection of critical coarse sediment yield (refer to Appendix H.2, H.3
and H.4).
BMP Design Manual -Appendices
March 2019 Update H-37
2B-7
Appendix H:
Guidance for Investigating Potential Critical Coarse Sediment Yield Areas
Worksheet H.7-1: Domain of Analysis
Domain of Analysis Worksheet H.7-1
Use this form to document the domain of analysis
Project Name: Sunbow PA-23 & Preserve
Project Tracking Number / Permit Application Number:
CVT # 20-0002
Part 1: Identify Domain of Analysis
Project Location (at proposed storm water discharge point)
South of Olympic Pkwy, North of Otay Landfill, 1.2
Address:
miles east of Freeway 805
2
Latitude (decimal degrees):
3
32.609 N
Longitude (decimal degrees):
4
117.017 W
Watershed:
5
Otay 910
Basis for determining downstream limit:
Per City's BMP Manual page H-32, the domain of analysis for Threshold Channel shall be the same as that
used to evaluate susceptibility. We will define the downstream limit of Susceptibility Analysis (the end of
Reach 20 in attached Susceptibility Analysis) as that of our Threshold Channel Analysis despite the
downstream limit of Susceptibility Analysis is immediately upstream of our POC1. This decision is
supported by the fact that the Poggi Canyon Creek accepting our POC1 and POC2 maintains very
consistent channel condition per onsite visual investigation, we anticipated a similar channel susceptibility
in downstream of study Reach 20.
Channel length from discharge point
0
to downstream limit:
Basis for determining upstream limit:
Per City's BMP Manual requirement, select the end of Reach 16 in Susceptibility Analysis as our upstream
limit. It is approximately 720 ft upstream of POC 2.
720 ft
Channel length from discharge point
to upstream limit:
BMP Design Manual -Appendices
March 2019 Update H-38
2B-8
Appendix H:
Guidance for Investigating Potential Critical Coarse Sediment Yield Areas
Worksheet H.7-1; Page 2 of 2
Photo(s)
Map or aerial photo of site. Include channel alignment and tributaries, project discharge point,
upstream and downstream limits of analysis, ID number and boundaries of geomorphic channel
units, and any other features used to determine limits (e.g. exempt water body, grade control)
see following pages
BMP Design Manual -Appendices
March 2019 Update H-39
2B-9
2B-10
2B-11
2B-12
2B-13
4
1
-
B
2
5
1
-
B
2
2B-17
2B-18
9
1
-
B
2
2B-20
2B-21
2C
GEOMORPHIC ASSESSMENT
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2D
FLOWCONTROL FACILITY DESIGNAND STRUCTURALBMP
DRAWDOWNCALCULATIONS
Hydromodification Management Plan (HMP)
-Flow Control Facility Design
This HMP report has been prepared in place of Attachment 2a of thePriority Development Project
(PDP) SWQMP for Sunbow PA-23(February 2020) and has been prepared to be submitted
concurrently with the SWQMP.
SECTIONS
1.Introduction/Summary
2.Flow Duration Curve Analysis
3.Elevation vs. Discharge, Elevation vs Area Curves, Drawdown, SWMM Input Calculations
4.Biofiltration Details
5.SWMM Input Data (Existing and Proposed Models)
6.Hydromodification Watershed Maps
I. I NTRODUCTION/S UMMARY
This HMP report summarizes the approach used to model the Proposed Sunbow 2, Phase III site
within City of Chula Vista, California using the Environmental Protection Agency (EPA) Storm
Water Management Model 5.1 (SWMM). SWMM models were prepared for pre- and post-
developed conditions at each of the project designated Point of Compliances (POC) in order to
demonstrate that the proposed biofiltration basin facilities have sufficient footprints and
volumes to meet the current HMP requirements from the Regional Water Quality Control Board
(RWQCB).
The Proposed project was subdivided into two (2) subareas with each draining to their respective
POC. See Section 6 of this Report for HMP-related maps.
Following are brief descriptions of each POC:
POC 1:
POC 1 is located at the northwest of the project site, at where the public Street A intersects with
existing Olympic Pkwy and the basin 1 outfall meets the Poggi Canyon Creek. This POC
encompasses the area of DMA 1 (further subdivided into DMA 1-C and DMA 1-D by soil groups),
DMA 3 in a total of 23.97 acres in both existing and proposed conditions. However, the designed
flows generated from these two DMAs are not 100% detained by our HMP facility BF-1-1, instead,
the flows from DMA 1 will be routed through our BF-1-1 basin to minimize the water quality and
runoff flow impact of the project while the flow from DMA 3 will be routed through Modular
Wetland unit to accomplish only water quality control. The outflows from BF-1-1 and Modular
Wetland then confluence at predefined POC1 which locates at downstream end of Poggi Canyon
Creek culvert under public street A.
POC 2:
POC 2 is located east of POC1 and is immediately downstream of Poggi Canyon Creek culvert
under proposed public street B. In proposed condition, POC2 accepts a total area of 34.86 acres
in which DMA 2 (further subdivided into DMA 2-C and DMA 2-D by soil groups), DMA 4 and DMA
5 are enclosed. For consistency, the existing condition of POC 2 is defined and enclosed same
tributary areas as we did on proposed condition. The design flow routing in POC 2 is also resemble
to that of in POC 1, the flows from DMA 2 will be routed through our BF-1-2 basin to achieve the
water quality and runoff flow control purpose while the flow from DMA 4 and 5 will be routed
through Modular Wetland unit to accomplish only water quality control. The outflows from BF-
1-2 and Modular Wetland then confluence at predefined POC2.
SWMM MODEL DEVELOPMENT
Since each POC is similar in terms of model development, the following will outline the typical
model development. Two (2) SWMM models are prepared for each POC; one represents existing
conditions and another represents proposed condition.
The existing condition analysis was prepared by defining the area to the respective POC.
Similarly, the proposed condition analysis was prepared by defining the areas to the respective
POC. However, since not all of the tributary areas are routed through each respective HMP basin,
i.e., some of the DMAs are routed directly to compact biofiltration units (Modular Wetland), and
some of the DMAs consist more than one hydrologic soil group, further subdivision of the overall
tributary area was required. Areas were subdivided as follows:
1.Areas requiring water quality treatment ONLY and routing through Modular Wetland
directly.
2.Newly developed areas where runoff is directed to WQ basin but excluding the basin area,
then these areas are further subdivided by hydrologic soil groups; and
3.WQ Basin area.
For all SWMM models, flow duration curves were prepared to demonstrate that the proposed
biofiltration basin footprints and proposed outlet structure will be sufficient to meet the current
HMP requirements.
The inputs required to develop SWMM models include rainfall, watershed characteristics, and
BMP configurations. The Lower Otay Reservoir Rain Gage from the Project Clean Water website
was used for this study since it is the most representative of the project site precipitation.
Evaporation for the site was modeled using average monthly values from the San Diego County
hourly dataset. The site was modeled with hydrologic group C, D soils as determined from both
the San Diego County Hydrology Manual soil map and the United States Geological Survey (USGS)
web-based Soil Survey Map. Other SWMM inputs for the subareas are discussed in the following
sections of this document where the selection of parameters is further explained in detail.
BIOFILTRATION MODELING
For each respective POC, part of developed area storm water runoff is routed through a
biofiltration basin located at the downstream end of each respective POC drainage area as shown
on the Proposed Condition HMP map in Section 6 of this report. The analysis was modeled using
the bio-retention cell LID module within SWMM. The bioretention cell module can model the
underground gravel storage layer, underdrain with an orifice plate, amended soil layer, and a
surface storage pond up to the elevation of the invert of the bottom orifice. Separate diversion
and detention basin calculations were prepared to model the portion of the storage pond
between the base orifice invert elevations and the spillway elevation from the biofiltration basin,
according to the assumptions explained in the Section 2 of this report. Once runoff has been
routed through the respective basin outlet structure, it is conveyed via a storm drain pipe to the
respective POC.
Basin Discussion:Flow control at each basin is achieved using multiple orifices along the height
of a concrete riser structure which may be square or circular. The size, number and location of
the orifices along its height are presented in the Basin Table below.
FLOW DURATION CURVE COMPARISON
The Flow Duration Curves (FDC) for the site were compared at each POC by exporting the hourly
runoff time series results from SWMM to a spreadsheet. The FDC for each POC was compared
between 50% of the existing condition Q2 (based on“Susceptibility Analysis of Poggi Creek, Nov
7, 2012 (Revised 1/17/2013)”, Tory R. Walker Engineering, Inc.“Addendum to the Susceptibility
Analysis of Poggi Creek (d50 Determination), March 14, 2013”, Tory R. Walker Engineering, Inc.
“Otay Ranch Village 2 North (Chula Vista Tract No. 06-05), Nov 17, 2011”, ChangConsultants) up
to the existing condition Q10. The Q2 and Q10 were determined using a partial duration
statistical analysis of the runoff time series in an Excel spreadsheet. As the SWMM Model is a
statistical analysis based on the Weibull Plotting Position Method, the Weibull Method was also
used within the spreadsheet to ensure that the results were similar to those obtained by the
SWMM Model.
The range between 50% of Q and Q was divided into 100 equal time intervals; the number of
210
hours that each flow rate was exceeded was counted from the hourly series. Additionally, the
intermediate peaks with a return period “i” were obtained (Q with i=3 to 9). For the purpose of
i
the plot, the values were presented as a percentage of time that exceeded for each flow rate.
Section 6 of this HMP Study provides detailed drainage exhibit for the post-developed conditions.
As shown in Figures 4-16 in the succeeding section, the FDC for the proposed condition for each
basin is within 110% of the curve for the existing condition. The additional runoff volume
generated from developing the site will be released to the downstream storm drain at a flow rate
below the 50% Q lower threshold. Additionally, the Proposed Project will not increase peak flow
2
rates between the Q and the Q, as shown in the graphics in Figures 4-15 and also in the Tables
210
15-26 included in Section 1. Similar FDC comparison curves also were generated for each POC
and included in the following Section 1 of this report.
SUMMARY & CONCLUSION
A summary of existing and proposed conditions draining to each POC is shown in the Tables 7-8
below. The proposed biofiltration basins are proposed to mitigate increased flow frequencies as
a result of development. In general the post project natural area has been established as the
balance of the existing natural area minus the developed area.
Table 7: POC1 Area Summary
Existing (AC) Proposed (AC)
POC 123.9623.96
Bypass BasinN/AN/A
TOTAL23.9623.96
Table 8: POC2 Area Summary
Existing (AC) Proposed (AC)
POC 234.8634.86
Bypass BasinN/AN/A
TOTAL34.8634.86
This study has demonstrated that the proposed biofiltration basin footprints for the project site
is sufficient to meet the current HMP criteria if the biofiltration cross-section area and volume
recommended within this report are incorporated at the project site.
II.F LOW D URACTION C URVE A NALYSIS
SECTION 1 - Flow Duration Curve Analysis, Plot & Table
The FDCs shall not exceed the existing conditions by more than 10%, neither in peak flow nor
duration.
The Figures 4-15 on the following pages illustrate that the FDCs in post-development conditions,
after the proposed BMPs are installed, is below the existing FDC. The FDC table following the
curve shows that if the interval 0.10Q2 – Q 10 is divided in 100 sub-intervals, then: a) the post
development divided by pre-development durations are never larger than 110% (the permit
allows up to 110%); and, b) there are no more than 10 intervals in the range 101%-110%, which
would imply an excess over 10% of the length of the curve (the permit allows less than 10% of
excesses measured as 101-110%).
Consequently, the design passes the hydromodification test.
It is important to note that the FDCs can be expressed in the “x” axis as a percentage of time,
hours per year, total number of hours, or any other similar time variable. As those variables only
differ by multiplying a constant, their plot in logarithmic scale will appear exactly the same and
compliance can be observed regardless of the variable selected. The selection of a logarithmic
scale in lieu of the normal scale is preferred, as differences between the pre-development and
post-development curves can be depicted more clearly in the entire range of analysis. Both
graphics are presented for reference in Figures 4-15 below.
For the “y” axis, the peak flow value is the variable of choice. As an additional analysis performed
by H&A, not only the range of analysis is clearly depicted (10% of Q 2 to Q 10) but also all
intermediate flows are shown (30% of Q 2, 50% of Q 2, Q 2, Q 3, Q 4, Q 5, Q 6, Q 7, Q 8 and Q 9)
in order to demonstrate compliance at any range Q x – Q x+1. It must be pointed out that one of
the limitations of both the SWMM and SDHM models is that the intermediate analysis is not
performed (to obtain Q i from i = 2 to 10). H&A performed the analysis using the Cunnane
Plotting Position Method (the preferred method in the HMP permit) from the “n” largest
independent peak flows obtained from the continuous time series.
Flow Duration Curve Analysis, Plot & Table
Figure 4 –POC 1 Flow Duration Curve
SUNBOW
Peak Flow Frequency Summary
Pre-project QpeakPost-project - Mitigated QReduction
Return Period
(cfs)(cfs)(cfs)
LF = 0.5xQ22.4470.3772.070
2-year4.8930.7544.139
5-year7.9162.9974.919
10-year9.8414.8484.993
R:\\1561\\Hyd\\HMP\\TM\\CALCS\\SWMM\\Excel\\POC1\\1561_SWMM_Post Processing_POC 1-TM.xlsx
60
55
50
1
45
-
Pre-project QpeakPost-project Mitigated Qpeak
POC
-
40
35
30
Return Period in Years
25
20
Peak Flow Frequency Curves
15
10
5
0
5.0000.000
20.00015.00010.000
Peak Flow in cfs
SUNBOWPOC-1
Low-flow Threshold:50%
0.5xQ2 (Pre):2.447cfs
Q10 (Pre):9.841cfs
Ordinate #:100
Incremental Q (Pre):0.07394cfs
Total Hourly Data:495671hoursThe proposed BMP:PASSED
Pre-project FlowPre-project %Post-projectPost-project %
IntervalPre-project HoursPercentagePass/Fail
(cfs)Time ExceedingHoursTime Exceeding
02.4471432.88E-04377.46E-0526%Pass
12.5201362.74E-04357.06E-0526%Pass
22.5941322.66E-04326.46E-0524%Pass
32.6681262.54E-04326.46E-0525%Pass
42.7421192.40E-04326.46E-0527%Pass
52.8161142.30E-04316.25E-0527%Pass
62.8901112.24E-04316.25E-0528%Pass
72.9641072.16E-04285.65E-0526%Pass
83.0381012.04E-04255.04E-0525%Pass
93.112961.94E-04244.84E-0525%Pass
103.186911.84E-04224.44E-0524%Pass
113.260881.78E-04224.44E-0525%Pass
123.334851.71E-04214.24E-0525%Pass
133.408811.63E-04204.03E-0525%Pass
143.482751.51E-04204.03E-0527%Pass
153.556711.43E-04204.03E-0528%Pass
163.630701.41E-04204.03E-0529%Pass
173.704671.35E-04193.83E-0528%Pass
183.777641.29E-04193.83E-0530%Pass
193.851621.25E-04183.63E-0529%Pass
203.925601.21E-04183.63E-0530%Pass
213.999591.19E-04173.43E-0529%Pass
224.073581.17E-04173.43E-0529%Pass
234.147571.15E-04173.43E-0530%Pass
244.221571.15E-04173.43E-0530%Pass
254.295511.03E-04163.23E-0531%Pass
264.369511.03E-04163.23E-0531%Pass
274.443511.03E-04163.23E-0531%Pass
284.517511.03E-04163.23E-0531%Pass
294.591499.89E-05142.82E-0529%Pass
304.665489.68E-05142.82E-0529%Pass
314.739438.68E-05142.82E-0533%Pass
324.813438.68E-05112.22E-0526%Pass
334.887397.87E-05112.22E-0528%Pass
344.961377.46E-05112.22E-0530%Pass
355.035377.46E-05112.22E-0530%Pass
365.108357.06E-05112.22E-0531%Pass
375.182346.86E-05112.22E-0532%Pass
385.256316.25E-05102.02E-0532%Pass
395.330285.65E-05102.02E-0536%Pass
405.404285.65E-05102.02E-0536%Pass
415.478285.65E-0591.82E-0532%Pass
425.552275.45E-0591.82E-0533%Pass
435.626275.45E-0591.82E-0533%Pass
445.700265.25E-0581.61E-0531%Pass
455.774265.25E-0581.61E-0531%Pass
465.848255.04E-0581.61E-0532%Pass
475.922255.04E-0581.61E-0532%Pass
485.996234.64E-0581.61E-0535%Pass
Pre-project FlowPre-project %Post-projectPost-project %
IntervalPre-project HoursPercentagePass/Fail
(cfs)Time ExceedingHoursTime Exceeding
496.070224.44E-0551.01E-0523%Pass
506.144224.44E-0551.01E-0523%Pass
516.218214.24E-0551.01E-0524%Pass
526.292204.03E-0551.01E-0525%Pass
536.366204.03E-0548.07E-0620%Pass
546.439193.83E-0548.07E-0621%Pass
556.513193.83E-0548.07E-0621%Pass
566.587183.63E-0536.05E-0617%Pass
576.661183.63E-0536.05E-0617%Pass
586.735183.63E-0536.05E-0617%Pass
596.809183.63E-0536.05E-0617%Pass
606.883183.63E-0536.05E-0617%Pass
616.957173.43E-0536.05E-0618%Pass
627.031173.43E-0536.05E-0618%Pass
637.105173.43E-0536.05E-0618%Pass
647.179163.23E-0536.05E-0619%Pass
657.253163.23E-0536.05E-0619%Pass
667.327142.82E-0536.05E-0621%Pass
677.401142.82E-0536.05E-0621%Pass
687.475132.62E-0536.05E-0623%Pass
697.549132.62E-0536.05E-0623%Pass
707.623132.62E-0536.05E-0623%Pass
717.697132.62E-0536.05E-0623%Pass
727.770132.62E-0536.05E-0623%Pass
737.844122.42E-0536.05E-0625%Pass
747.918112.22E-0524.03E-0618%Pass
757.992112.22E-0524.03E-0618%Pass
768.066102.02E-0524.03E-0620%Pass
778.140102.02E-0524.03E-0620%Pass
788.214102.02E-0524.03E-0620%Pass
798.288102.02E-0512.02E-0610%Pass
808.36291.82E-0512.02E-0611%Pass
818.43691.82E-0512.02E-0611%Pass
828.51091.82E-0512.02E-0611%Pass
838.58491.82E-0512.02E-0611%Pass
848.65891.82E-0512.02E-0611%Pass
858.73291.82E-0512.02E-0611%Pass
868.80691.82E-0500.00E+000%Pass
878.88081.61E-0500.00E+000%Pass
888.95481.61E-0500.00E+000%Pass
899.02871.41E-0500.00E+000%Pass
909.10171.41E-0500.00E+000%Pass
919.17561.21E-0500.00E+000%Pass
929.24961.21E-0500.00E+000%Pass
939.32361.21E-0500.00E+000%Pass
949.39761.21E-0500.00E+000%Pass
959.47161.21E-0500.00E+000%Pass
969.54561.21E-0500.00E+000%Pass
979.61961.21E-0500.00E+000%Pass
989.69351.01E-0500.00E+000%Pass
999.76751.01E-0500.00E+000%Pass
1009.84151.01E-0500.00E+000%Pass
1.0E-03
Pre-project QPost-project (Mitigated) Q
1.0E-04
% Time Exceeding
\[Pre vs. Post (Mitigated)\]
1.0E-05
Flow Duration Curve -POC-1
1.0E-06
8.0006.0004.0002.0000.000
12.00010.000
Flow (cfs)
Flow Duration Curve Analysis, Plot & Table
Figure 5 –POC 2 Flow Duration Curve
SUNBOW POC2
Peak Flow Frequency Summary
Pre-project QpeakPost-project - Mitigated QReduction
Return Period
(cfs)(cfs)(cfs)
LF = 0.5xQ25.5812.3323.250
2-year11.1624.6636.499
5-year15.4108.6206.790
10-year20.08910.3409.749
R:\\1561\\Hyd\\HMP\\TM\\CALCS\\SWMM\\Excel\\POC2\\1561_SWMM_Post Processing_POC 2-TM.xlsx
60
50
2
-
Pre-project QpeakPost-project Mitigated Qpeak
POC
-
40
30
Return Period in Years
20
Peak Flow Frequency Curves
10
0
5.0000.000
25.00020.00015.00010.000
Peak Flow in cfs
SUNBOWPOC-2
Low-flow Threshold:50%
0.5xQ2 (Pre):5.581cfs
Q10 (Pre):20.089cfs
Ordinate #:100
Incremental Q (Pre):0.14508cfs
Total Hourly Data:495671hoursThe proposed BMP:PASSED
Pre-project FlowPre-project %Post-projectPost-project %
IntervalPre-project HoursPercentagePass/Fail
(cfs)Time ExceedingHoursTime Exceeding
05.5811543.11E-04531.07E-0434%Pass
15.7261482.99E-04521.05E-0435%Pass
25.8711412.84E-04499.89E-0535%Pass
36.0161322.66E-04489.68E-0536%Pass
46.1611252.52E-04448.88E-0535%Pass
56.3061172.36E-04408.07E-0534%Pass
66.4511122.26E-04397.87E-0535%Pass
76.5971062.14E-04367.26E-0534%Pass
86.7421002.02E-04336.66E-0533%Pass
96.887961.94E-04316.25E-0532%Pass
107.032921.86E-04295.85E-0532%Pass
117.177881.78E-04285.65E-0532%Pass
127.322861.74E-04285.65E-0533%Pass
137.467821.65E-04285.65E-0534%Pass
147.612781.57E-04275.45E-0535%Pass
157.757741.49E-04265.25E-0535%Pass
167.902691.39E-04255.04E-0536%Pass
178.047671.35E-04255.04E-0537%Pass
188.192651.31E-04214.24E-0532%Pass
198.338601.21E-04193.83E-0532%Pass
208.483571.15E-04183.63E-0532%Pass
218.628561.13E-04163.23E-0529%Pass
228.773541.09E-04142.82E-0526%Pass
238.918521.05E-04142.82E-0527%Pass
249.063521.05E-04122.42E-0523%Pass
259.208501.01E-04122.42E-0524%Pass
269.353501.01E-04122.42E-0524%Pass
279.498501.01E-04112.22E-0522%Pass
289.643489.68E-05112.22E-0523%Pass
299.788459.08E-05112.22E-0524%Pass
309.933448.88E-0581.61E-0518%Pass
3110.079448.88E-0581.61E-0518%Pass
3210.224408.07E-0571.41E-0518%Pass
3310.369397.87E-0571.41E-0518%Pass
3410.514387.67E-0571.41E-0518%Pass
3510.659387.67E-0571.41E-0518%Pass
3610.804367.26E-0571.41E-0519%Pass
3710.949357.06E-0571.41E-0520%Pass
3811.094357.06E-0561.21E-0517%Pass
3911.239336.66E-0561.21E-0518%Pass
4011.384316.25E-0561.21E-0519%Pass
4111.529316.25E-0561.21E-0519%Pass
4211.674316.25E-0561.21E-0519%Pass
4311.820295.85E-0561.21E-0521%Pass
4411.965285.65E-0561.21E-0521%Pass
4512.110285.65E-0561.21E-0521%Pass
4612.255275.45E-0561.21E-0522%Pass
4712.400275.45E-0561.21E-0522%Pass
4812.545265.25E-0548.07E-0615%Pass
Pre-project FlowPre-project %Post-projectPost-project %
IntervalPre-project HoursPercentagePass/Fail
(cfs)Time ExceedingHoursTime Exceeding
4912.690265.25E-0548.07E-0615%Pass
5012.835244.84E-0548.07E-0617%Pass
5112.980244.84E-0548.07E-0617%Pass
5213.125234.64E-0548.07E-0617%Pass
5313.270234.64E-0524.03E-069%Pass
5413.415224.44E-0524.03E-069%Pass
5513.560214.24E-0524.03E-0610%Pass
5613.706193.83E-0524.03E-0611%Pass
5713.851173.43E-0524.03E-0612%Pass
5813.996173.43E-0524.03E-0612%Pass
5914.141163.23E-0524.03E-0613%Pass
6014.286163.23E-0524.03E-0613%Pass
6114.431163.23E-0524.03E-0613%Pass
6214.576153.03E-0524.03E-0613%Pass
6314.721142.82E-0524.03E-0614%Pass
6414.866132.62E-0524.03E-0615%Pass
6515.011132.62E-0524.03E-0615%Pass
6615.156132.62E-0524.03E-0615%Pass
6715.301112.22E-0524.03E-0618%Pass
6815.447112.22E-0524.03E-0618%Pass
6915.592112.22E-0524.03E-0618%Pass
7015.737102.02E-0524.03E-0620%Pass
7115.88291.82E-0524.03E-0622%Pass
7216.02791.82E-0524.03E-0622%Pass
7316.17291.82E-0524.03E-0622%Pass
7416.31791.82E-0524.03E-0622%Pass
7516.46291.82E-0524.03E-0622%Pass
7616.60791.82E-0524.03E-0622%Pass
7716.75291.82E-0524.03E-0622%Pass
7816.89791.82E-0524.03E-0622%Pass
7917.04291.82E-0524.03E-0622%Pass
8017.18881.61E-0524.03E-0625%Pass
8117.33381.61E-0524.03E-0625%Pass
8217.47881.61E-0524.03E-0625%Pass
8317.62381.61E-0524.03E-0625%Pass
8417.76881.61E-0524.03E-0625%Pass
8517.91381.61E-0524.03E-0625%Pass
8618.05881.61E-0524.03E-0625%Pass
8718.20381.61E-0524.03E-0625%Pass
8818.34881.61E-0524.03E-0625%Pass
8918.49381.61E-0524.03E-0625%Pass
9018.63881.61E-0524.03E-0625%Pass
9118.78381.61E-0524.03E-0625%Pass
9218.92881.61E-0524.03E-0625%Pass
9319.07481.61E-0524.03E-0625%Pass
9419.21971.41E-0524.03E-0629%Pass
9519.36471.41E-0524.03E-0629%Pass
9619.50971.41E-0524.03E-0629%Pass
9719.65471.41E-0524.03E-0629%Pass
9819.79961.21E-0524.03E-0633%Pass
9919.94461.21E-0524.03E-0633%Pass
10020.08951.01E-0524.03E-0640%Pass
1.0E-03
Pre-project QPost-project (Mitigated) Q
1.0E-04
% Time Exceeding
\[Pre vs. Post (Mitigated)\]
1.0E-05
Flow Duration Curve -POC-2
1.0E-06
8.0006.0004.0002.0000.000
20.00018.00016.00014.00012.00010.000
Flow (cfs)
III.E LEVATION VS D ISCHARGE,E LEVATION VS A REA,D RAWDOWN,
SWMMI NPUT P ARAMETER C ALCULATIONS
Elevation vs. Area
For the flow diverted each respective receiving detention basin, a pond is used to route the
hydrographs. The elevation vs area curve in the model is calculated in Excel and imported into
the model at a 0.05- 1 ft. interval range.
Elevation vs Discharge
The total discharge peak flow data is imported from an Excel spreadsheet that calculated the
elevation vs discharge of the multiple outlet system for each basin.
The orifices have been selected to maximize their size while still restricting flows to conform to
the required 50% of the Q2 event flow. While we acknowledge that these orifices may be small,
increasing the size of these outlets would impact the ability of the basins to restrict flows beneath
the HMP thresholds, thus preventing the BMP from conforming with the HMP requirements.
In order to prevent blockage of the orifices, a debris screen will be fitted to the base invert of the
lower orifices located within each basin. Regular maintenance of the riser and orifices will be
performed to ensure potential blockages are minimized. A detail of the orifice and riser structure
is provided in Section 3 of this attachment. The stage-storage and stage-discharge calculations
have been provided on the following pages.
Sunbow Stage Storage
BF-1-1
deptharea
0.0025208
3.2531866
0.0525307
3.3031973
0.1025406
3.3532081
0.1525505
3.4032189
0.2025605
3.4532296
0.2525704
3.5032404
0.3025803
3.5532512
0.3525902
3.6032619
0.4026001
3.6532727
0.4526100
3.7032835
0.5026200
3.7532943
0.5526299
3.8033050
0.6026398
3.8533158
0.6526497
3.9033266
0.7026596
3.9533373
0.7526695
4.0033481
0.8026794
4.0533592
0.8526894
4.1033702
0.9026993
4.1533813
0.9527092
4.2033923
1.0027191
4.2534034
1.0527293
4.3034144
1.1027395
4.3534255
1.1527497
4.4034365
1.2027599
4.4534476
1.2527701
4.5034586
1.3027803
4.5534697
1.3527905
4.6034807
1.4028007
4.6534918
1.4528109
4.7035028
1.5028211
4.7535139
1.5528313
4.8035249
1.6028415
4.8535360
1.6528517
4.9035470
1.7028619
4.9535581
1.7528721
5.0035691
1.8028823
5.0535804
1.8528925
5.1035918
1.9029027
5.1536031
1.9529129
5.2036145
2.0029231
5.2536258
2.0529336
5.3036371
2.1029441
5.3536485
2.1529545
5.4036598
2.2029650
5.4536712
2.2529755
5.5036825
2.3029860
5.5536938
2.3529965
5.6037052
2.4030069
5.6537165
2.4530174
5.7037279
2.5030279
5.7537392
2.5530384
5.8037505
2.6030489
5.8537619
2.6530593
5.9037732
2.7030698
5.9537846
2.7530803
6.0037959
2.8030908
2.8531013
2.9031117
2.9531222
3.0031327
3.0531435
3.1031542
3.1531650
3.2031758
Sunbow HMP-1 Riser Summary (BF-1-1)
Discharge vs Elevation Table
Bottom orifice diameter:1"Top orifice diameter:3"
Number:1Number:1
Cg-low:0.61Cg-low:0.61
invert elev:1.00ftinvert elev:3.00ft
Middle orifice diameter:2"Emergency weir:
number of orif:1Invert:4.00ft
Cg-middle:0.61Weir Length (ft)10.00ft
invert elev:2.00ftRiser Box LxW3x2
hH/D-lowH/D-midH/D-topH/D-peakQlow-orifQlow-weirQtot-lowQmid-orifQmid-weirQtot-medQtop-orifQtop-weirQtot-topQpeak-topQtotQtot w/Subdrain
(ft)----(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)
0.000.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.050.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.100.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.150.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.200.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.250.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.300.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.350.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.400.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.450.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.500.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.550.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.600.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.650.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.700.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.750.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.800.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.850.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.900.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.950.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
1.000.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
1.050.600.000.000.000.000.000.0020.000.000.0000.000.000.0000.0000.0020.825
1.101.200.000.000.000.010.010.0060.000.000.0000.000.000.0000.0000.0060.829
1.151.800.000.000.000.010.010.0090.000.000.0000.000.000.0000.0000.0090.832
1.202.400.000.000.000.010.010.0110.000.000.0000.000.000.0000.0000.0110.834
1.253.000.000.000.000.010.010.0120.000.000.0000.000.000.0000.0000.0120.835
1.303.600.000.000.000.010.020.0140.000.000.0000.000.000.0000.0000.0140.837
1.354.200.000.000.000.010.030.0150.000.000.0000.000.000.0000.0000.0150.838
1.404.800.000.000.000.020.070.0160.000.000.0000.000.000.0000.0000.0160.839
1.455.400.000.000.000.020.160.0170.000.000.0000.000.000.0000.0000.0170.840
1.506.000.000.000.000.020.340.0180.000.000.0000.000.000.0000.0000.0180.841
1.556.600.000.000.000.020.650.0190.000.000.0000.000.000.0000.0000.0190.842
1.607.200.000.000.000.021.150.0200.000.000.0000.000.000.0000.0000.0200.843
1.657.800.000.000.000.021.920.0210.000.000.0000.000.000.0000.0000.0210.844
1.708.400.000.000.000.023.030.0220.000.000.0000.000.000.0000.0000.0220.845
1.759.000.000.000.000.024.600.0220.000.000.0000.000.000.0000.0000.0220.845
1.809.600.000.000.000.026.740.0230.000.000.0000.000.000.0000.0000.0230.846
1.8510.200.000.000.000.029.610.0240.000.000.0000.000.000.0000.0000.0240.847
1.9010.800.000.000.000.0213.380.0250.000.000.0000.000.000.0000.0000.0250.848
1.9511.400.000.000.000.0318.220.0250.000.000.0000.000.000.0000.0000.0250.848
2.0012.000.000.000.000.0324.360.0260.000.000.0000.000.000.0000.0000.0260.849
2.0512.600.300.000.000.0332.030.0270.000.000.0030.000.000.0000.0000.0300.853
2.1013.200.600.000.000.0341.500.0270.010.010.0120.000.000.0000.0000.0400.863
2.1513.800.900.000.000.0353.070.0280.030.020.0250.000.000.0000.0000.0530.876
2.2014.401.200.000.000.0367.080.0290.040.040.0360.000.000.0000.0000.0650.888
2.2515.001.500.000.000.0383.870.0290.040.050.0440.000.000.0000.0000.0730.896
2.3015.601.800.000.000.03103.840.0300.050.060.0500.000.000.0000.0000.0800.903
2.3516.202.100.000.000.03127.430.0310.060.070.0550.000.000.0000.0000.0860.909
2.4016.802.400.000.000.03155.090.0310.060.080.0600.000.000.0000.0000.0910.914
2.4517.402.700.000.000.03187.340.0320.060.080.0650.000.000.0000.0000.0960.919
2.5018.003.000.000.000.03224.720.0320.070.080.0690.000.000.0000.0000.1010.924
2.5518.603.300.000.000.03267.800.0330.070.080.0730.000.000.0000.0000.1060.929
2.6019.203.600.000.000.03317.230.0330.080.090.0770.000.000.0000.0000.1100.933
2.6519.803.900.000.000.03373.670.0340.080.120.0800.000.000.0000.0000.1140.937
2.7020.404.200.000.000.03437.840.0340.080.170.0840.000.000.0000.0000.1180.941
2.7521.004.500.000.000.03510.510.0350.090.260.0870.000.000.0000.0000.1220.945
2.8021.604.800.000.000.04592.480.0350.090.410.0900.000.000.0000.0000.1260.949
2.8522.205.100.000.000.04684.630.0360.090.620.0940.000.000.0000.0000.1290.952
2.9022.805.400.000.000.04787.870.0360.100.930.0970.000.000.0000.0000.1330.956
2.9523.405.700.000.000.04903.170.0370.101.360.0990.000.000.0000.0000.1360.959
3.0024.006.000.000.000.041031.550.0370.101.940.1020.000.000.0000.0000.1400.963
3.0524.606.300.200.000.041174.090.0380.112.710.1050.000.000.0040.0000.1470.970
3.1025.206.600.400.000.041331.930.0380.113.700.1080.000.020.0160.0000.1620.985
3.1525.806.900.600.000.041506.260.0390.114.960.1100.040.030.0340.0000.1831.006
3.2026.407.200.800.000.041698.350.0390.116.530.1130.070.060.0560.0000.2081.031
3.2527.007.501.000.000.041909.520.0400.128.470.1150.080.080.0810.0000.2361.059
3.3027.607.801.200.000.042141.140.0400.1210.840.1180.100.110.1010.0000.2581.081
3.3528.208.101.400.000.042394.660.0410.1213.700.1200.110.130.1140.0000.2751.098
3.4028.808.401.600.000.042671.610.0410.1217.130.1230.130.160.1260.0000.2901.113
3.4529.408.701.800.000.042973.560.0410.1221.200.1250.140.180.1370.0000.3031.126
3.5030.009.002.000.000.043302.170.0420.1326.000.1270.150.200.1470.0000.3161.139
3.5530.609.302.200.000.043659.160.0420.1331.610.1290.160.210.1570.0000.3281.151
3.6031.209.602.400.000.044046.330.0430.1338.140.1320.170.220.1660.0000.3401.163
3.6531.809.902.600.000.044465.550.0430.1345.700.1340.170.220.1740.0000.3511.174
3.7032.4010.202.800.000.044918.760.0440.1454.390.1360.180.220.1820.0000.3621.185
3.7533.0010.503.000.000.045408.000.0440.1464.340.1380.190.220.1900.0000.3721.195
3.8033.6010.803.200.000.045935.360.0440.1475.670.1400.200.220.1970.0000.3821.205
3.8534.2011.103.400.000.046503.020.0450.1488.530.1420.200.240.2050.0000.3911.214
3.9034.8011.403.600.000.057113.250.0450.14103.060.1440.210.260.2120.0000.4011.224
3.9535.4011.703.800.000.057768.410.0460.15119.420.1460.220.300.2180.0000.4101.233
4.0036.0012.004.000.000.058470.910.0460.15137.770.1480.220.370.2250.0000.4191.242
4.0536.6012.304.200.060.059223.280.0460.15158.290.1500.230.470.2310.3720.7991.622
4.1037.2012.604.400.120.0510028.130.0470.15181.170.1520.240.620.2371.0531.4892.312
4.1537.8012.904.600.180.0510888.140.0470.15206.590.1540.240.830.2431.9352.3783.201
4.2038.4013.204.800.240.0511806.110.0470.16234.760.1550.251.120.2492.9783.4304.253
4.2539.0013.505.000.300.0512784.920.0480.16265.900.1570.251.490.2554.1624.6225.445
4.3039.6013.805.200.360.0513827.530.0480.16300.230.1590.261.960.2605.4725.9396.762
4.3540.2014.105.400.420.0514937.020.0490.16337.990.1610.272.570.2666.8957.3708.193
4.4040.8014.405.600.480.0516116.540.0490.16379.440.1630.273.320.2718.4248.9079.730
4.4541.4014.705.800.540.0517369.360.0490.16424.820.1640.284.240.27710.05210.54211.365
4.5042.0015.006.000.600.0518698.830.0500.17474.420.1660.285.360.28211.77312.27113.094
4.5542.6015.306.200.660.0520108.430.0500.17528.520.1680.296.700.28713.58314.08714.910
4.6043.2015.606.400.720.0521601.720.0500.17587.420.1690.298.310.29215.47615.98816.811
4.6543.8015.906.600.780.0523182.360.0510.17651.410.1710.3010.200.29717.45117.96918.792
4.7044.4016.206.800.840.0524854.130.0510.17720.840.1730.3012.420.30219.50320.02820.851
4.7545.0016.507.000.900.0526620.910.0510.17796.030.1740.3115.000.30621.62922.16122.984
4.8045.6016.807.200.960.0528486.690.0520.18877.340.1760.3117.990.31123.82824.36625.189
4.8546.2017.107.401.020.0530455.580.0520.18965.120.1780.3221.430.31626.09626.64127.464
4.9046.8017.407.601.080.0532531.790.0520.181059.760.1790.3225.370.32028.43228.98429.807
4.9547.4017.707.801.140.0534719.630.0530.181161.650.1810.3229.870.32530.83431.39232.215
5.0048.0018.008.001.200.0537023.560.0530.181271.190.1820.3334.960.32933.30033.86534.688
5.0548.6018.308.201.260.0539448.120.0530.181388.800.1840.3340.720.33335.82836.39937.222
5.1049.2018.608.401.320.0541997.990.0540.191514.930.1850.3447.200.33838.41838.99539.818
5.1549.8018.908.601.380.0544677.970.0540.191650.010.1870.3454.470.34241.06741.65042.473
5.2050.4019.208.801.440.0547492.960.0540.191794.530.1890.3562.590.34643.77444.36345.186
5.2551.0019.509.001.500.0550448.010.0550.191948.960.1900.3571.640.35046.53847.13347.956
5.3051.6019.809.201.560.0653548.260.0550.192113.800.1920.3581.690.35449.35849.95950.782
5.3552.2020.109.401.620.0656799.020.0550.192289.570.1930.3692.820.35852.23352.84053.663
5.4052.8020.409.601.680.0660205.680.0560.192476.800.1940.36105.110.36255.16255.77456.597
5.4553.4020.709.801.740.0663773.780.0560.202676.050.1960.37118.660.36658.14358.76159.584
5.5054.0021.0010.001.800.0667509.000.0560.202887.860.1970.37133.550.37061.17661.80062.623
5.5554.6021.3010.201.860.0671417.130.0570.203112.840.1990.37149.880.37464.26064.89065.713
5.6055.2021.6010.401.920.0675504.110.0570.203351.590.2000.38167.750.37867.39468.03068.853
5.6555.8021.9010.601.980.0679776.000.0570.203604.710.2020.38187.260.38270.57871.21972.042
5.7056.4022.2010.802.040.0684239.000.0580.203872.860.2030.39208.520.38673.81074.45775.280
5.7557.0022.5011.002.100.0688899.460.0580.204156.690.2050.39231.660.38977.09177.74278.565
5.8057.6022.8011.202.160.0693763.840.0580.214456.870.2060.39256.770.39380.41881.07581.898
5.8558.2023.1011.402.220.0698838.780.0590.214774.090.2070.40284.000.39783.79284.45485.277
5.9058.8023.4011.602.280.06104131.020.0590.215109.080.2090.40313.470.40087.21287.87988.702
5.9559.4023.7011.802.340.06109647.470.0590.215462.570.2100.40345.310.40490.67791.35092.173
6.0060.0024.0012.002.400.06115395.170.0590.215835.300.2110.41379.660.40794.18794.86595.688
Draw Down*
Q (CFS)
E V (CF)E T (HR)
ElevationTotal T
AVG
n, n+1
0.000.8041262.90.4437.14
0.050.8051267.80.4436.70
0.100.8061272.80.4436.27
0.150.8071277.80.4435.83
0.200.8081282.70.4435.39
0.250.8091287.70.4434.95
0.300.8101292.60.4434.50
0.350.8111297.60.4434.06
0.400.8121302.50.4533.62
0.450.8131307.50.4533.17
0.500.8141312.50.4532.72
0.550.8151317.40.4532.28
0.600.8161322.40.4531.83
0.650.8171327.30.4531.38
0.700.8181332.30.4530.92
0.750.8191337.20.4530.47
0.800.8201342.20.4530.02
0.850.8211347.20.4629.56
0.900.8221352.10.4629.11
0.950.8231357.10.4628.65
1.000.8241362.10.4628.19
1.050.8271367.20.4627.73
1.100.8311372.30.4627.27
1.150.8331377.40.4626.81
1.200.8341382.50.4626.35
1.250.8361387.60.4625.89
1.300.8371392.70.4625.43
1.350.8381397.80.4624.97
1.400.8401402.90.4624.51
1.450.8411408.00.4724.04
1.500.8421413.10.4723.58
1.550.8421418.20.4723.11
1.600.8431423.30.4722.64
1.650.8441428.40.4722.18
1.700.8451433.50.4721.71
1.750.8461438.60.4721.23
1.800.8471443.70.4720.76
1.850.8471448.80.4720.29
1.900.8481453.90.4819.81
1.950.8491459.00.4819.34
2.000.8511464.20.4818.86
2.050.8581469.40.4818.38
2.100.8691474.60.4717.91
2.150.8821479.90.4717.43
2.200.8921485.10.4616.97
2.250.8991490.40.4616.51
2.300.9061495.60.4616.05
2.350.9111500.80.4615.59
2.400.9171506.10.4615.13
2.450.9221511.30.4614.67
2.500.9261516.60.4514.22
2.550.9311521.80.4513.76
2.600.9351527.00.4513.31
2.650.9391532.30.4512.86
2.700.9431537.50.4512.40
2.750.9471542.80.4511.95
2.800.9511548.00.4511.50
2.850.9541553.20.4511.04
2.900.9581558.50.4510.59
2.950.9611563.70.4510.14
3.000.9661569.00.459.69
3.050.9771574.40.459.24
3.100.9951579.80.448.79
3.151.0181585.20.438.35
3.201.0451590.60.427.92
3.251.0701596.00.417.49
3.301.0901601.40.417.08
3.351.1051606.70.406.67
3.401.1191612.10.406.27
3.451.1331617.50.405.87
3.501.1451622.90.395.47
3.551.1571628.30.395.08
3.601.1681633.70.394.69
3.651.1791639.00.394.30
3.701.1901644.40.383.91
3.751.2001649.80.383.53
3.801.2091655.20.383.15
3.851.2191660.60.382.77
3.901.2281666.00.382.39
3.951.2371671.40.382.01
4.001.4321676.80.331.63
4.051.9671682.30.241.31
4.102.7571687.90.171.07
4.153.7271693.40.130.90
4.204.8491698.90.100.78
4.256.1041704.40.080.68
4.307.4781710.00.060.60
4.358.9621715.50.050.54
4.4010.5481721.00.050.48
4.4512.2301726.50.040.44
4.5014.0021732.10.030.40
4.5515.8611737.60.030.37
4.6017.8021743.10.030.33
4.6519.8221748.60.020.31
4.7021.9181754.20.020.28
4.7524.0871759.70.020.26
4.8026.3271765.20.020.24
4.8528.6361770.70.020.22
4.9031.0111776.30.020.20
4.9533.4511781.80.010.19
5.0035.9551787.40.010.17
5.0538.5201793.10.010.16
5.1041.1451798.70.010.15
5.1543.8301804.40.010.14
5.2046.5711810.10.010.12
5.2549.3691815.70.010.11
5.3052.2231821.40.010.10
5.3555.1301827.10.010.09
5.4058.0911832.70.010.08
5.4561.1041838.40.010.08
5.5064.1681844.10.010.07
5.5567.2831849.80.010.06
5.6070.4471855.40.010.05
5.6573.6611861.10.010.04
5.7076.9231866.80.010.04
5.7580.2321872.40.010.03
5.8083.5881878.10.010.02
5.8586.9901883.80.010.02
5.9090.4381889.40.010.01
5.9593.9301895.10.010.01
6.000.00
SWMM Model Flow Coefficient Calculation
Basin 1
Bio-Retention Cell
PARAMETERABBREV.
LID BMP
Ponding DepthPD12in
*Bioretention Soil LayerS21in
**Gravel LayerG15in
4.0ft
TOTAL
48in
c
Orifice Coefficient0.6--
g
Low Flow Orifice DiameterD4in
Drain (Flow) exponentn0.5--
Flow Rate (volumetric)Q0.823cfs
2
A
Ponding Depth Surface Area27191
ft
PD
2
AA
25208
ft
S,G
Bioretention Surface Area
AA
0.5787ac
S,G
Porosity of Bioretention Soiln0.40-
Flow Rate (per unit area)q3.525in/hr
PD
Effective Ponding Depth12.47in
eff
Flow CoefficientC0.5197--
* Biofiltration Soil Layer = 18"media+3" sand ASTM 33
**Gravel Layer = 3" ASTM#8 + 12" Gravel
Sunbow Stage Storage
BF-1-2
deptharea
0.0029906
0.0530026
0.1030146
0.1530266
0.2030386
0.2530506
0.3030626
0.3530746
0.4030866
3.2537551
0.4530986
3.3037674
0.5031106
3.3537797
0.5531226
3.4037920
0.6031346
3.4538043
0.6531466
3.5038166
0.7031586
3.5538288
0.7531706
3.6038411
0.8031826
3.6538534
0.8531946
3.7038657
0.9032066
3.7538780
0.9532186
3.8038903
1.0032193
3.8539025
1.0532310
3.9039148
1.1032427
3.9539271
1.1532545
4.0039394
1.2032662
4.0539520
1.2532779
4.1039645
1.3032896
4.1539771
1.3533013
4.2039897
1.4033131
4.2540023
1.4533248
4.3040148
1.5033365
4.3540274
1.5533482
4.4040400
1.6033599
4.4540525
1.6533717
4.5040651
1.7033834
4.5540777
1.7533951
4.6040902
1.8034068
4.6541028
1.8534185
4.7041154
1.9034303
4.7541280
1.9534420
4.8041405
2.0034537
4.8541531
2.0534657
4.9041657
2.1034777
4.9541782
2.1534897
5.0041908
2.2035017
5.0542037
2.2535137
5.1042165
2.3035257
5.1542294
2.3535377
5.2042422
2.4035497
5.2542551
2.4535617
5.3042679
2.5035737
5.3542808
2.5535857
5.4042936
2.6035977
5.4543065
2.6536097
5.5043193
2.7036217
5.5543322
2.7536337
5.6043450
2.8036457
5.6543579
2.8536577
5.7043707
2.9036697
5.7543836
2.9536817
5.8043964
3.0036937
5.8544093
3.0537060
5.9044221
3.1037183
5.9544350
3.1537306
6.0044478
3.2037428
Sunbow HMP-2 Riser Summary (BF-1-2)
Discharge vs Elevation Table
Bottom orifice diameter:1"Top orifice diameter:3"
Number:1Number:1
Cg-low:0.61Cg-low:0.61
invert elev:1.00ftinvert elev:3.00ft
Middle orifice diameter:2"Emergency weir:
number of orif:1Invert:4.00ft
Cg-middle:0.61Weir Length (ft)10.00ft
invert elev:2.00ftRiser Box LxW3x2
hH/D-lowH/D-midH/D-topH/D-peakQlow-orifQlow-weirQtot-lowQmid-orifQmid-weirQtot-medQtop-orifQtop-weirQtot-topQpeak-topQtotQtot w/Subdrain
(ft)----(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)(cfs)
0.000.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.050.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.100.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.150.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.200.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.250.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.300.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.350.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.400.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.450.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.500.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.550.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.600.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.650.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.700.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.750.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.800.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.850.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.900.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
0.950.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
1.000.000.000.000.000.000.000.0000.000.000.0000.000.000.0000.0000.0000.823
1.050.600.000.000.000.000.000.0020.000.000.0000.000.000.0000.0000.0020.825
1.101.200.000.000.000.010.010.0060.000.000.0000.000.000.0000.0000.0060.829
1.151.800.000.000.000.010.010.0090.000.000.0000.000.000.0000.0000.0090.832
1.202.400.000.000.000.010.010.0110.000.000.0000.000.000.0000.0000.0110.834
1.253.000.000.000.000.010.010.0120.000.000.0000.000.000.0000.0000.0120.835
1.303.600.000.000.000.010.020.0140.000.000.0000.000.000.0000.0000.0140.837
1.354.200.000.000.000.010.030.0150.000.000.0000.000.000.0000.0000.0150.838
1.404.800.000.000.000.020.070.0160.000.000.0000.000.000.0000.0000.0160.839
1.455.400.000.000.000.020.160.0170.000.000.0000.000.000.0000.0000.0170.840
1.506.000.000.000.000.020.340.0180.000.000.0000.000.000.0000.0000.0180.841
1.556.600.000.000.000.020.650.0190.000.000.0000.000.000.0000.0000.0190.842
1.607.200.000.000.000.021.150.0200.000.000.0000.000.000.0000.0000.0200.843
1.657.800.000.000.000.021.920.0210.000.000.0000.000.000.0000.0000.0210.844
1.708.400.000.000.000.023.030.0220.000.000.0000.000.000.0000.0000.0220.845
1.759.000.000.000.000.024.600.0220.000.000.0000.000.000.0000.0000.0220.845
1.809.600.000.000.000.026.740.0230.000.000.0000.000.000.0000.0000.0230.846
1.8510.200.000.000.000.029.610.0240.000.000.0000.000.000.0000.0000.0240.847
1.9010.800.000.000.000.0213.380.0250.000.000.0000.000.000.0000.0000.0250.848
1.9511.400.000.000.000.0318.220.0250.000.000.0000.000.000.0000.0000.0250.848
2.0012.000.000.000.000.0324.360.0260.000.000.0000.000.000.0000.0000.0260.849
2.0512.600.300.000.000.0332.030.0270.000.000.0030.000.000.0000.0000.0300.853
2.1013.200.600.000.000.0341.500.0270.010.010.0120.000.000.0000.0000.0400.863
2.1513.800.900.000.000.0353.070.0280.030.020.0250.000.000.0000.0000.0530.876
2.2014.401.200.000.000.0367.080.0290.040.040.0360.000.000.0000.0000.0650.888
2.2515.001.500.000.000.0383.870.0290.040.050.0440.000.000.0000.0000.0730.896
2.3015.601.800.000.000.03103.840.0300.050.060.0500.000.000.0000.0000.0800.903
2.3516.202.100.000.000.03127.430.0310.060.070.0550.000.000.0000.0000.0860.909
2.4016.802.400.000.000.03155.090.0310.060.080.0600.000.000.0000.0000.0910.914
2.4517.402.700.000.000.03187.340.0320.060.080.0650.000.000.0000.0000.0960.919
2.5018.003.000.000.000.03224.720.0320.070.080.0690.000.000.0000.0000.1010.924
2.5518.603.300.000.000.03267.800.0330.070.080.0730.000.000.0000.0000.1060.929
2.6019.203.600.000.000.03317.230.0330.080.090.0770.000.000.0000.0000.1100.933
2.6519.803.900.000.000.03373.670.0340.080.120.0800.000.000.0000.0000.1140.937
2.7020.404.200.000.000.03437.840.0340.080.170.0840.000.000.0000.0000.1180.941
2.7521.004.500.000.000.03510.510.0350.090.260.0870.000.000.0000.0000.1220.945
2.8021.604.800.000.000.04592.480.0350.090.410.0900.000.000.0000.0000.1260.949
2.8522.205.100.000.000.04684.630.0360.090.620.0940.000.000.0000.0000.1290.952
2.9022.805.400.000.000.04787.870.0360.100.930.0970.000.000.0000.0000.1330.956
2.9523.405.700.000.000.04903.170.0370.101.360.0990.000.000.0000.0000.1360.959
3.0024.006.000.000.000.041031.550.0370.101.940.1020.000.000.0000.0000.1400.963
3.0524.606.300.200.000.041174.090.0380.112.710.1050.000.000.0040.0000.1470.970
3.1025.206.600.400.000.041331.930.0380.113.700.1080.000.020.0160.0000.1620.985
3.1525.806.900.600.000.041506.260.0390.114.960.1100.040.030.0340.0000.1831.006
3.2026.407.200.800.000.041698.350.0390.116.530.1130.070.060.0560.0000.2081.031
3.2527.007.501.000.000.041909.520.0400.128.470.1150.080.080.0810.0000.2361.059
3.3027.607.801.200.000.042141.140.0400.1210.840.1180.100.110.1010.0000.2581.081
3.3528.208.101.400.000.042394.660.0410.1213.700.1200.110.130.1140.0000.2751.098
3.4028.808.401.600.000.042671.610.0410.1217.130.1230.130.160.1260.0000.2901.113
3.4529.408.701.800.000.042973.560.0410.1221.200.1250.140.180.1370.0000.3031.126
3.5030.009.002.000.000.043302.170.0420.1326.000.1270.150.200.1470.0000.3161.139
3.5530.609.302.200.000.043659.160.0420.1331.610.1290.160.210.1570.0000.3281.151
3.6031.209.602.400.000.044046.330.0430.1338.140.1320.170.220.1660.0000.3401.163
3.6531.809.902.600.000.044465.550.0430.1345.700.1340.170.220.1740.0000.3511.174
3.7032.4010.202.800.000.044918.760.0440.1454.390.1360.180.220.1820.0000.3621.185
3.7533.0010.503.000.000.045408.000.0440.1464.340.1380.190.220.1900.0000.3721.195
3.8033.6010.803.200.000.045935.360.0440.1475.670.1400.200.220.1970.0000.3821.205
3.8534.2011.103.400.000.046503.020.0450.1488.530.1420.200.240.2050.0000.3911.214
3.9034.8011.403.600.000.057113.250.0450.14103.060.1440.210.260.2120.0000.4011.224
3.9535.4011.703.800.000.057768.410.0460.15119.420.1460.220.300.2180.0000.4101.233
4.0036.0012.004.000.000.058470.910.0460.15137.770.1480.220.370.2250.0000.4191.242
4.0536.6012.304.200.060.059223.280.0460.15158.290.1500.230.470.2310.3720.7991.622
4.1037.2012.604.400.120.0510028.130.0470.15181.170.1520.240.620.2371.0531.4892.312
4.1537.8012.904.600.180.0510888.140.0470.15206.590.1540.240.830.2431.9352.3783.201
4.2038.4013.204.800.240.0511806.110.0470.16234.760.1550.251.120.2492.9783.4304.253
4.2539.0013.505.000.300.0512784.920.0480.16265.900.1570.251.490.2554.1624.6225.445
4.3039.6013.805.200.360.0513827.530.0480.16300.230.1590.261.960.2605.4725.9396.762
4.3540.2014.105.400.420.0514937.020.0490.16337.990.1610.272.570.2666.8957.3708.193
4.4040.8014.405.600.480.0516116.540.0490.16379.440.1630.273.320.2718.4248.9079.730
4.4541.4014.705.800.540.0517369.360.0490.16424.820.1640.284.240.27710.05210.54211.365
4.5042.0015.006.000.600.0518698.830.0500.17474.420.1660.285.360.28211.77312.27113.094
4.5542.6015.306.200.660.0520108.430.0500.17528.520.1680.296.700.28713.58314.08714.910
4.6043.2015.606.400.720.0521601.720.0500.17587.420.1690.298.310.29215.47615.98816.811
4.6543.8015.906.600.780.0523182.360.0510.17651.410.1710.3010.200.29717.45117.96918.792
4.7044.4016.206.800.840.0524854.130.0510.17720.840.1730.3012.420.30219.50320.02820.851
4.7545.0016.507.000.900.0526620.910.0510.17796.030.1740.3115.000.30621.62922.16122.984
4.8045.6016.807.200.960.0528486.690.0520.18877.340.1760.3117.990.31123.82824.36625.189
4.8546.2017.107.401.020.0530455.580.0520.18965.120.1780.3221.430.31626.09626.64127.464
4.9046.8017.407.601.080.0532531.790.0520.181059.760.1790.3225.370.32028.43228.98429.807
4.9547.4017.707.801.140.0534719.630.0530.181161.650.1810.3229.870.32530.83431.39232.215
5.0048.0018.008.001.200.0537023.560.0530.181271.190.1820.3334.960.32933.30033.86534.688
5.0548.6018.308.201.260.0539448.120.0530.181388.800.1840.3340.720.33335.82836.39937.222
5.1049.2018.608.401.320.0541997.990.0540.191514.930.1850.3447.200.33838.41838.99539.818
5.1549.8018.908.601.380.0544677.970.0540.191650.010.1870.3454.470.34241.06741.65042.473
5.2050.4019.208.801.440.0547492.960.0540.191794.530.1890.3562.590.34643.77444.36345.186
5.2551.0019.509.001.500.0550448.010.0550.191948.960.1900.3571.640.35046.53847.13347.956
5.3051.6019.809.201.560.0653548.260.0550.192113.800.1920.3581.690.35449.35849.95950.782
5.3552.2020.109.401.620.0656799.020.0550.192289.570.1930.3692.820.35852.23352.84053.663
5.4052.8020.409.601.680.0660205.680.0560.192476.800.1940.36105.110.36255.16255.77456.597
5.4553.4020.709.801.740.0663773.780.0560.202676.050.1960.37118.660.36658.14358.76159.584
5.5054.0021.0010.001.800.0667509.000.0560.202887.860.1970.37133.550.37061.17661.80062.623
5.5554.6021.3010.201.860.0671417.130.0570.203112.840.1990.37149.880.37464.26064.89065.713
5.6055.2021.6010.401.920.0675504.110.0570.203351.590.2000.38167.750.37867.39468.03068.853
5.6555.8021.9010.601.980.0679776.000.0570.203604.710.2020.38187.260.38270.57871.21972.042
5.7056.4022.2010.802.040.0684239.000.0580.203872.860.2030.39208.520.38673.81074.45775.280
5.7557.0022.5011.002.100.0688899.460.0580.204156.690.2050.39231.660.38977.09177.74278.565
5.8057.6022.8011.202.160.0693763.840.0580.214456.870.2060.39256.770.39380.41881.07581.898
5.8558.2023.1011.402.220.0698838.780.0590.214774.090.2070.40284.000.39783.79284.45485.277
5.9058.8023.4011.602.280.06104131.020.0590.215109.080.2090.40313.470.40087.21287.87988.702
5.9559.4023.7011.802.340.06109647.470.0590.215462.570.2100.40345.310.40490.67791.35092.173
6.0060.0024.0012.002.400.06115395.170.0590.215835.300.2110.41379.660.40794.18794.86595.688
Draw Down*
Q (CFS)
E V (CF)E T (HR)
ElevationTotal T
AVG
n, n+1
0.000.8041498.30.5243.89
0.050.8051504.30.5243.38
0.100.8061510.30.5242.86
0.150.8071516.30.5242.34
0.200.8081522.30.5241.81
0.250.8091528.30.5341.29
0.300.8101534.30.5340.77
0.350.8111540.30.5340.24
0.400.8121546.30.5339.71
0.450.8131552.30.5339.18
0.500.8141558.30.5338.65
0.550.8151564.30.5338.12
0.600.8161570.30.5337.59
0.650.8171576.30.5437.05
0.700.8181582.30.5436.51
0.750.8191588.30.5435.98
0.800.8201594.30.5435.44
0.850.8211600.30.5434.90
0.900.8221606.30.5434.36
0.950.8231609.50.5433.81
1.000.8241612.60.5433.27
1.050.8271618.40.5432.73
1.100.8311624.30.5432.18
1.150.8331630.20.5431.64
1.200.8341636.00.5431.09
1.250.8361641.90.5530.55
1.300.8371647.70.5530.00
1.350.8381653.60.5529.46
1.400.8401659.50.5528.91
1.450.8411665.30.5528.36
1.500.8421671.20.5527.81
1.550.8421677.00.5527.26
1.600.8431682.90.5526.71
1.650.8441688.80.5626.15
1.700.8451694.60.5625.60
1.750.8461700.50.5625.04
1.800.8471706.30.5624.48
1.850.8471712.20.5623.92
1.900.8481718.10.5623.36
1.950.8491723.90.5622.80
2.000.8511729.80.5622.23
2.050.8581735.80.5621.67
2.100.8691741.80.5621.11
2.150.8821747.80.5520.55
2.200.8921753.80.5520.00
2.250.8991759.80.5419.45
2.300.9061765.80.5418.91
2.350.9111771.80.5418.37
2.400.9171777.80.5417.83
2.450.9221783.80.5417.29
2.500.9261789.80.5416.75
2.550.9311795.80.5416.21
2.600.9351801.80.5415.68
2.650.9391807.80.5315.14
2.700.9431813.80.5314.61
2.750.9471819.80.5314.07
2.800.9511825.80.5313.54
2.850.9541831.80.5313.01
2.900.9581837.80.5312.47
2.950.9611843.80.5311.94
3.000.9661849.90.5311.41
3.050.9771856.10.5310.88
3.100.9951862.20.5210.35
3.151.0181868.30.519.83
3.201.0451874.50.509.32
3.251.0701880.60.498.82
3.301.0901886.80.488.33
3.351.1051892.90.487.85
3.401.1191899.10.477.38
3.451.1331905.20.476.90
3.501.1451911.30.466.44
3.551.1571917.50.465.97
3.601.1681923.60.465.51
3.651.1791929.80.455.06
3.701.1901935.90.454.60
3.751.2001942.10.454.15
3.801.2091948.20.453.70
3.851.2191954.30.453.25
3.901.2281960.50.442.81
3.951.2371966.60.442.36
4.001.4321972.80.381.92
4.051.9671979.10.281.54
4.102.7571985.40.201.26
4.153.7271991.70.151.06
4.204.8491998.00.110.91
4.256.1042004.30.090.80
4.307.4782010.60.070.71
4.358.9622016.80.060.63
4.4010.5482023.10.050.57
4.4512.2302029.40.050.52
4.5014.0022035.70.040.47
4.5515.8612042.00.040.43
4.6017.8022048.30.030.39
4.6519.8222054.50.030.36
4.7021.9182060.80.030.33
4.7524.0872067.10.020.31
4.8026.3272073.40.020.28
4.8528.6362079.70.020.26
4.9031.0112086.00.020.24
4.9533.4512092.30.020.22
5.0035.9552098.60.020.20
5.0538.5202105.00.020.19
5.1041.1452111.50.010.17
5.1543.8302117.90.010.16
5.2046.5712124.30.010.15
5.2549.3692130.70.010.13
5.3052.2232137.20.010.12
5.3555.1302143.60.010.11
5.4058.0912150.00.010.10
5.4561.1042156.40.010.09
5.5064.1682162.90.010.08
5.5567.2832169.30.010.07
5.6070.4472175.70.010.06
5.6573.6612182.10.010.05
5.7076.9232188.60.010.04
5.7580.2322195.00.010.04
5.8083.5882201.40.010.03
5.8586.9902207.80.010.02
5.9090.4382214.30.010.01
5.9593.9302220.70.010.01
6.000.00
SWMM Model Flow Coefficient Calculation
Basin 2
Bio-Retention Cell
PARAMETERABBREV.
LID BMP
Ponding DepthPD12in
Bioretention Soil LayerS21in
Gravel LayerG15in
4.0ft
TOTAL
48in
c
Orifice Coefficient0.6--
g
Low Flow Orifice DiameterD4in
Drain (Flow) exponentn0.5--
Flow Rate (volumetric)Q0.823cfs
2
A
Ponding Depth Surface Area32193
ft
PD
2
AA
30000
ft
S,G
Bioretention Surface Area
AA
0.6887ac
S,G
Porosity of Bioretention Soiln0.40-
Flow Rate (per unit area)q2.962in/hr
PD
Effective Ponding Depth12.44in
eff
Flow CoefficientC0.4367--
IV.B IOFILTRATION D ETAILS
V.SWMMI NPUT D ATA(E XISTING AND P ROPOSED M ODELS)
Attached are the EPA-SWMM Model outputs for pre-development and post-development
conditions for each POC. Similar modeling was used for analyzing the remaining POC locations
using the input data found in the previous section. Each area, i.e., sub-catchments, outfalls,
storage units, LID controls for the biofiltration cells, ponding on top of the biofiltration
(modeled as a storage unit), weir as a discharge, and outfalls (point of compliance), also are
shown, as applicable.
Variables in the modeling are associated with typical recommended values by the EPA-SWMM
model and typical values found in technical literature (such as Maidment’s Handbook of
Hydrology). Recommended values for the SWMM model have been obtained from the San Diego
County HMP permit criteria established for SWMM calibration.
Soil characteristics of the existing soils were determined based on data provided by Geotechnical
Engineer/Geologist. KEY ASSUMPTIONS:Group C & D soils are representative of the existing
conditions for the site.
Some values incorporated within the SWMM model have been determined from the professional
experience of H&A using conservative assumptions that tend to increase the size of the needed
BMP and also generate a long-term runoff as a percentage of rainfall similar to those measured
in gage stations in Southern California by the USGS.
Description of model parameters and assumptions:
N-Imperv – Manning’s N for impervious surfaces
0.012 (typical)
N-Perv – Manning’s N for pervious surfaces
0.035 (Natural) & 0.10 (Developed Landscape)
Dstore-Imperv – Depth of depression storage on impervious area (in)
0.05 (typical)
Dstore-Perv – Depth of depression storage on pervious area (in)
0.100 (Developed)
0.065 (Natural)
%Zero-Imperv – Percentage of impervious area with no depression storage (%)
25 (typical)
Suction Head – Soil capillary suction head (in)
Conductivity – Soil saturated hydraulic conductivity (in/hr)
-75% of these values if subcatchment is graded/compacted
Initial Deficit – Initial moisture deficit (fraction)
Soil TypeSuction Head ConductivityInitial Deficit
A
1.50.30.33
B30.20.32
C60.10.31
D90.0250.30
POC 1 & 2– Pre-Developed Condition
\[TITLE\]
;;Project Title/Notes
SunBow
Pre-Project Condition
\[OPTIONS\]
;;Option Value
FLOW_UNITS CFS
INFILTRATION GREEN_AMPT
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 08/29/1951
START_TIME 00:00:00
REPORT_START_DATE 08/29/1951
REPORT_START_TIME 00:00:00
END_DATE 03/14/2008
END_TIME 23:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 01:00:00
WET_STEP 00:15:00
DRY_STEP 04:00:00
ROUTING_STEP 0:01:00
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.557
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5
MINIMUM_STEP 0.5 THREADS 1
\[EVAPORATION\]
;;Data Source Parameters
;;-------------- ----------------
MONTHLY 0.06 0.08 0.11 0.16 0.18 0.21 0.21 0.20 0.16 0.12 0.08 0.06
DRY_ONLY NO
\[RAINGAGES\]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
LowerOtay VOLUME 1:00 1.0 TIMESERIES LowerOtay
\[SUBCATCHMENTS\]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;-------
------- ---------------- ---------------- -------- -------- -------- --------
-------- ---------------- DMA1-D LowerOtay POC1 13.89 0 605 5.7 0 DMA1-C
LowerOtay POC1 16.10 0 435 10.55 0 DMA3-C LowerOtay POC1 1 0 73 7.73 0
DMA2-D LowerOtay POC2 36.82 0 3073 6.95 0 DMA5-C LowerOtay POC2 0.82 0 104 5
0 DMA4-D LowerOtay POC2 0.839 0 104 5 0 DMA6-D LowerOtay POC1 0.13 0 25
0.44 0 DMA7-D LowerOtay POC2 0.14 0 20 0.5 0
\[SUBAREAS\]
;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo PctRouted
;;-------------- ---------- ---------- ---------- ---------- ---------- -----
----- ----------
DMA1-D 0.012 0.15 0.05 0.10 25 OUTLET
DMA1-C 0.012 0.15 0.05 0.10 25 OUTLET DMA3-C 0.012 0.15 0.05 0.10 25 OUTLET
DMA2-D 0.012 0.15 0.05 0.10 25 OUTLET
DMA5-C 0.012 0.15 0.05 0.10 25 OUTLET
DMA4-D 0.012 0.15 0.05 0.10 25 OUTLET
DMA6-D 0.012 0.15 0.05 0.10 25 OUTLET
DMA7-D 0.012 0.15 0.05 0.10 25 OUTLET
\[INFILTRATION\]
;;Subcatchment Suction Ksat IMD
;;-------------- ---------- ---------- ----------
DMA1-D 9 0.025 0.3
DMA1-C 6 0.1 0.31
DMA3-C 6 0.1 0.31
DMA2-D 9 0.025 0.3
DMA5-C 6 0.1 0.31
DMA4-D 9 0.025 0.3
DMA6-D 6 0.1 0.31 DMA7-D 9 0.025 0.3
\[OUTFALLS\]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ------------
----
POC1 0 FREE NO
POC2 0 FREE NO
\[TIMESERIES\]
;;Name Date Time Value
;;-------------- ---------- ---------- ----------
LowerOtay FILE "LWROtay.dat.txt"
\[REPORT\]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
\[TAGS\]
\[MAP\]
DIMENSIONS 0.000 0.000 10000.000 10000.000
Units None
\[COORDINATES\]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
POC1 3380.165 3619.835
POC2 8113.288 3321.976
\[VERTICES\]
;;Link X-Coord Y-Coord ;;-------------- ------------------ -----------------
-
\[Polygons\]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
DMA1-D 2074.380 5851.240
DMA1-C 3197.706 5844.032
DMA1-C 3148.120 5893.618
DMA3-C 4425.043 5826.235
DMA2-D 6605.622 5945.486
DMA5-C 7721.465 5919.932
DMA4-D 8965.077 5954.003
DMA6-D 5242.760 5689.949
DMA6-D 5242.760 5689.949
DMA7-D 10157.581 5962.521
\[SYMBOLS\]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
LowerOtay 5711.244 6916.525
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.014)
--------------------------------------------------------------
SunBow
Pre-Project Condition
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO
Flow Routing ........... NO
Water Quality .......... NO
Infiltration Method ...... GREEN_AMPT
Starting Date ............ 08/29/1951 00:00:00
Ending Date .............. 03/14/2008 23:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 01:00:00 Wet Time Step ............ 00:15:00
Dry Time Step ............ 04:00:00
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Total Precipitation ...... 3438.423 591.650
Evaporation Loss ......... 119.653 20.589
Infiltration Loss ........ 3000.795 516.347
Surface Runoff ........... 372.444 64.086
Final Storage ............ 0.000 0.000
Continuity Error (%) ..... -1.584
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 372.444 121.366
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000 External Inflow .......... 0.000 0.000
External Outflow ......... 372.444 121.366
Flooding Loss ............ 0.000 0.000
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.000 0.000
Continuity Error (%) ..... 0.000
***************************
Subcatchment Runoff Summary
***************************
-----------------------------------------------------------------------------
------------------------------------------------- Total Total Total Total
Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff
Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ---
-----------------------------------------------------------------------------
---------------------------------------------- DMA1-D 591.65 0.00 26.44
502.60 0.00 74.68 74.68 28.16 8.08 0.126 DMA1-C 591.65 0.00 4.41 572.00 0.00
16.18 16.18 7.08 6.90 0.027 DMA3-C 591.65 0.00 4.26 568.29 0.00 20.19 20.19
0.55 0.58 0.034 DMA2-D 591.65 0.00 26.17 495.05 0.00 82.82 82.82 82.80 24.86
0.140 DMA5-C 591.65 0.00 4.18 567.01 0.00 21.62 21.62 0.48 0.51 0.037 DMA4-D
591.65 0.00 26.09 493.08 0.00 85.03 85.03 1.94 0.58 0.144 DMA6-D 591.65 0.00
4.35 570.25 0.00 18.05 18.05 0.06 0.07 0.031 DMA7-D 591.65 0.00 26.45 502.93
0.00 74.33 74.33 0.28 0.08 0.126
Analysis begun on: Thu Feb 25 12:57:11 2021
Analysis ended on: Thu Feb 25 12:57:48 2021
Total elapsed time: 00:00:37
POC 1 & 2– Developed Condition
\[TITLE\]
;;Project Title/Notes
SunBow
Post-Project mitigated Condition POC1 & POC2
\[OPTIONS\]
;;Option Value
FLOW_UNITS CFS
INFILTRATION GREEN_AMPT
FLOW_ROUTING KINWAVE
LINK_OFFSETS DEPTH
MIN_SLOPE 0
ALLOW_PONDING NO
SKIP_STEADY_STATE NO
START_DATE 08/29/1951
START_TIME 00:00:00
REPORT_START_DATE 08/29/1951
REPORT_START_TIME 00:00:00
END_DATE 03/14/2008
END_TIME 23:00:00
SWEEP_START 01/01
SWEEP_END 12/31
DRY_DAYS 0
REPORT_STEP 01:00:00
WET_STEP 00:15:00
DRY_STEP 04:00:00
ROUTING_STEP 0:01:00
RULE_STEP 00:00:00
INERTIAL_DAMPING PARTIAL
NORMAL_FLOW_LIMITED BOTH
FORCE_MAIN_EQUATION H-W
VARIABLE_STEP 0.75
LENGTHENING_STEP 0
MIN_SURFAREA 12.557
MAX_TRIALS 8
HEAD_TOLERANCE 0.005
SYS_FLOW_TOL 5
LAT_FLOW_TOL 5 MINIMUM_STEP 0.5
THREADS 1
\[EVAPORATION\]
;;Data Source Parameters
;;-------------- ----------------
MONTHLY 0.06 0.08 0.11 0.16 0.18 0.21 0.21 0.20 0.16 0.12 0.08 0.06 DRY_ONLY
NO
\[RAINGAGES\]
;;Name Format Interval SCF Source
;;-------------- --------- ------ ------ ----------
LowerOtay VOLUME 1:00 1.0 TIMESERIES LowerOtay
\[SUBCATCHMENTS\]
;;Name Rain Gage Outlet Area %Imperv Width %Slope CurbLen SnowPack ;;--------
------ ---------------- ---------------- -------- -------- -------- --------
-------- ---------------- DMA1-D LowerOtay BF-1-1 13.89 50 605 7.3 0 DMA1-C
LowerOtay BF-1-1 15.52 50 420 10.55 0 DMA3-C LowerOtay POC1 1 72 73 7.73 0
DMA2-D LowerOtay BF-1-2 36.82 55 7594 1.45 0 DMA5-C LowerOtay POC2 0.820 80
104 5 0 DMA4-D LowerOtay POC2 0.839 77.4 104 5 0 BF-1-2 LowerOtay DIV2 0.68 0
80 1 0 ;Future location of Biofiltartion Basin
BF-1-1 LowerOtay div1 0.58 0 146 0.14 0 DMA6-D LowerOtay POC1 0.13 56 25 0.44
0 DMA7-D LowerOtay POC2 0.14 53 20 0.5 0
\[SUBAREAS\] ;;Subcatchment N-Imperv N-Perv S-Imperv S-Perv PctZero RouteTo
PctRouted ;;-------------- ---------- ---------- ---------- ---------- ------
---- ---------- ----------
DMA1-D 0.012 0.15 0.05 0.10 25 OUTLET
DMA1-C 0.012 0.15 0.05 0.10 25 OUTLET
DMA3-C 0.012 0.15 0.05 0.10 25 OUTLET
DMA2-D 0.012 0.15 0.05 0.10 25 OUTLET
DMA5-C 0.012 0.15 0.05 0.10 25 OUTLET
DMA4-D 0.012 0.15 0.05 0.10 25 OUTLET
BF-1-2 0.012 0.15 0.05 0.10 25 OUTLET
BF-1-1 0.012 0.15 0.05 0.10 25 OUTLET
DMA6-D 0.012 0.15 0.05 0.10 25 OUTLET DMA7-D 0.012 0.15 0.05 0.10 25 OUTLET
\[INFILTRATION\]
;;Subcatchment Suction Ksat IMD
;;-------------- ---------- ---------- ----------
DMA1-D 9 0.01875 0.3
DMA1-C 6 0.075 0.31
DMA3-C 6 0.075 0.31
DMA2-D 9 0.01875 0.3
DMA5-C 6 0.075 0.31
DMA4-D 9 0.01875 0.3
BF-1-2 3.5 0.5 0.25
BF-1-1 3.5 0.5 0.25
DMA6-D 6 0.075 0.31
DMA7-D 9 0.01875 0.3
\[LID_CONTROLS\]
;;Name Type/Layer Parameters
;;-------------- ---------- ----------
BF-1-1 BC
BF-1-1 SURFACE 12.47 0.0 0 0 5
BF-1-1 SOIL 21 0.4 0.2 0.1 5 5 1.5 BF-1-1 STORAGE 15 0.67 0 0
BF-1-1 DRAIN 0.5696 0.5 6 6 0 0
BF-1-2 BC
BF-1-2 SURFACE 12.44 0.0 0.1 1.0 5
BF-1-2 SOIL 21 0.4 0.2 0.1 5 5 1.5 BF-1-2 STORAGE 15 0.67 0 0
BF-1-2 DRAIN 0.4367 0.5 6 6 0 0
\[LID_USAGE\]
;;Subcatchment LID Process Number Area Width InitSat FromImp ToPerv RptFile
DrainTo FromPerv ;;-------------- ---------------- ------- ---------- -------
--- ---------- ---------- ---------- ------------------------ ---------------
- ---------- BF-1-2 BF-1-2 1 26650 0 0 100 0 * * 0 BF-1-1 BF-1-1 1 23000 0 0
100 0 * * 0
\[OUTFALLS\]
;;Name Elevation Type Stage Data Gated Route To
;;-------------- ---------- ---------- ---------------- -------- ------------
----
POC1 0 FREE NO
POC2 0 FREE NO
\[DIVIDERS\]
;;Name Elevation Diverted Link Type Parameters
;;-------------- ---------- ---------------- ---------- ----------
DIV1 0 BYPASS CUTOFF 0.823 0 0 0 0 DIV2 0 BYPASS2 CUTOFF 0.823 0 0 0 0
\[STORAGE\]
;;Name Elev. MaxDepth InitDepth Shape Curve Name/Params N/A Fevap Psi Ksat
IMD ;;-------------- -------- ---------- ----------- ---------- -------------
--------------- -------- -------- -------- -------- STOR1 0 5 0 TABULAR
StorHMP1 0 0 STOR2 0 5 0 TABULAR StorHMP2 0 0
\[CONDUITS\]
;;Name From Node To Node Length Roughness InOffset OutOffset InitFlow MaxFlow
;;-------------- ---------------- ---------------- ---------- ---------- ----
------ ---------- ---------- ---------- BYPASS DIV1 STOR1 400 0.01 0 0 0 0
UNDER-DRAIN DIV1 POC1 100 0.013 0 0 0 0 BYPASS2 DIV2 STOR2 400 0.01 0 0 0 0
UNDER-DRAIN2 DIV2 POC2 100 0.013 0 0 0 0
\[OUTLETS\]
;;Name From Node To Node Offset Type QTable/Qcoeff Qexpon Gated ;;-----------
--- ---------------- ---------------- ---------- --------------- ------------
---- ---------- -------- MID-FLOW STOR1 POC1 0 TABULAR/DEPTH HMP-1 NO MID-
FLOW2 STOR2 POC2 0 TABULAR/DEPTH HMP-2 NO
\[XSECTIONS\]
;;Link Shape Geom1 Geom2 Geom3 Geom4 Barrels Culvert ;;-------------- -------
----- ---------------- ---------- ---------- ---------- ---------- ----------
BYPASS DUMMY 0 0 0 0 1 UNDER-DRAIN CIRCULAR 0.33 0 0 0 1 BYPASS2 DUMMY 0 0 0
0 1 UNDER-DRAIN2 CIRCULAR 0.33 0 0 0 1
\[CURVES\]
;;Name Type X-Value Y-Value
;;-------------- ---------- ---------- ----------
HMP-1 Rating 0.00 0.000
HMP-1 0.05 0.002
HMP-1 0.10 0.006
HMP-1 0.15 0.009
HMP-1 0.20 0.011
HMP-1 0.25 0.012
HMP-1 0.30 0.014 HMP-1 0.35 0.015
HMP-1 0.40 0.016
HMP-1 0.45 0.017
HMP-1 0.50 0.018
HMP-1 0.55 0.019
HMP-1 0.60 0.020
HMP-1 0.65 0.021
HMP-1 0.70 0.022
HMP-1 0.75 0.022
HMP-1 0.80 0.023
HMP-1 0.85 0.024
HMP-1 0.90 0.025
HMP-1 0.95 0.025
HMP-1 1.00 0.026
HMP-1 1.05 0.030
HMP-1 1.10 0.040
HMP-1 1.15 0.053
HMP-1 1.20 0.065
HMP-1 1.25 0.073
HMP-1 1.30 0.080 HMP-1 1.35 0.086
HMP-1 1.40 0.091
HMP-1 1.45 0.096
HMP-1 1.50 0.101
HMP-1 1.55 0.106
HMP-1 1.60 0.110
HMP-1 1.65 0.114
HMP-1 1.70 0.118
HMP-1 1.75 0.122
HMP-1 1.80 0.126
HMP-1 1.85 0.129
HMP-1 1.90 0.133
HMP-1 1.95 0.136
HMP-1 2.00 0.140
HMP-1 2.05 0.147
HMP-1 2.10 0.162
HMP-1 2.15 0.183
HMP-1 2.20 0.208
HMP-1 2.25 0.236
HMP-1 2.30 0.258 HMP-1 2.35 0.275
HMP-1 2.40 0.290
HMP-1 2.45 0.303
HMP-1 2.50 0.316
HMP-1 2.55 0.328
HMP-1 2.60 0.340
HMP-1 2.65 0.351
HMP-1 2.70 0.362
HMP-1 2.75 0.372
HMP-1 2.80 0.382
HMP-1 2.85 0.391
HMP-1 2.90 0.401
HMP-1 2.95 0.410
HMP-1 3.00 0.419
HMP-1 3.05 0.799
HMP-1 3.10 1.489
HMP-1 3.15 2.378
HMP-1 3.20 3.430
HMP-1 3.25 4.622
HMP-1 3.30 5.939 HMP-1 3.35 7.370
HMP-1 3.40 8.907
HMP-1 3.45 10.542
HMP-1 3.50 12.271
HMP-1 3.55 14.087
HMP-1 3.60 15.988
HMP-1 3.65 17.969
HMP-1 3.70 20.028
HMP-1 3.75 22.161
HMP-1 3.80 24.366
HMP-1 3.85 26.641
HMP-1 3.90 28.984
HMP-1 3.95 31.392
HMP-1 4.00 33.865
HMP-1 4.05 36.399
HMP-1 4.10 38.995
HMP-1 4.15 41.650
HMP-1 4.20 44.363
HMP-1 4.25 47.133
HMP-1 4.30 49.959 HMP-1 4.35 52.840
HMP-1 4.40 55.774
HMP-1 4.45 58.761
HMP-1 4.50 61.800
HMP-1 4.55 64.890
HMP-1 4.60 68.030
HMP-1 4.65 71.219
HMP-1 4.70 74.457
HMP-1 4.75 77.742
HMP-1 4.80 81.075
HMP-1 4.85 84.454
HMP-1 4.90 87.879
HMP-1 4.95 91.350
HMP-1 5.00 94.865
;
HMP-2 Rating 1.00 0.000
HMP-2 1.05 0.002
HMP-2 1.10 0.006
HMP-2 1.15 0.009
HMP-2 1.20 0.011
HMP-2 1.25 0.012 HMP-2 1.30 0.014
HMP-2 1.35 0.015
HMP-2 1.40 0.016
HMP-2 1.45 0.017
HMP-2 1.50 0.018
HMP-2 1.55 0.019
HMP-2 1.60 0.020
HMP-2 1.65 0.021
HMP-2 1.70 0.022
HMP-2 1.75 0.022
HMP-2 1.80 0.023
HMP-2 1.85 0.024
HMP-2 1.90 0.025
HMP-2 1.95 0.025
HMP-2 2.00 0.026
HMP-2 2.05 0.030
HMP-2 2.10 0.040
HMP-2 2.15 0.053
HMP-2 2.20 0.065
HMP-2 2.25 0.073 HMP-2 2.30 0.080
HMP-2 2.35 0.086
HMP-2 2.40 0.091
HMP-2 2.45 0.096
HMP-2 2.50 0.101
HMP-2 2.55 0.106
HMP-2 2.60 0.110
HMP-2 2.65 0.114
HMP-2 2.70 0.118
HMP-2 2.75 0.122
HMP-2 2.80 0.126
HMP-2 2.85 0.129
HMP-2 2.90 0.133
HMP-2 2.95 0.136
HMP-2 3.00 0.140
HMP-2 3.05 0.147
HMP-2 3.10 0.162
HMP-2 3.15 0.183
HMP-2 3.20 0.208
HMP-2 3.25 0.236 HMP-2 3.30 0.258
HMP-2 3.35 0.275
HMP-2 3.40 0.290
HMP-2 3.45 0.303
HMP-2 3.50 0.316
HMP-2 3.55 0.328
HMP-2 3.60 0.340
HMP-2 3.65 0.351
HMP-2 3.70 0.362
HMP-2 3.75 0.372
HMP-2 3.80 0.382
HMP-2 3.85 0.391
HMP-2 3.90 0.401
HMP-2 3.95 0.410
HMP-2 4.00 0.419
HMP-2 4.05 0.799
HMP-2 4.10 1.489
HMP-2 4.15 2.378
HMP-2 4.20 3.430
HMP-2 4.25 4.622 HMP-2 4.30 5.939
HMP-2 4.35 7.370
HMP-2 4.40 8.907
HMP-2 4.45 10.542
HMP-2 4.50 12.271
HMP-2 4.55 14.087
HMP-2 4.60 15.988
HMP-2 4.65 17.969
HMP-2 4.70 20.028
HMP-2 4.75 22.161
HMP-2 4.80 24.366
HMP-2 4.85 26.641
HMP-2 4.90 28.984
HMP-2 4.95 31.392
HMP-2 5.00 33.865
HMP-2 5.05 36.399
HMP-2 5.10 38.995
HMP-2 5.15 41.650
HMP-2 5.20 44.363
HMP-2 5.25 47.133 HMP-2 5.30 49.959
HMP-2 5.35 52.840
HMP-2 5.40 55.774
HMP-2 5.45 58.761
HMP-2 5.50 61.800
HMP-2 5.55 64.890
HMP-2 5.60 68.030
HMP-2 5.65 71.219
HMP-2 5.70 74.457
HMP-2 5.75 77.742
HMP-2 5.80 81.075
HMP-2 5.85 84.454
HMP-2 5.90 87.879
HMP-2 5.95 91.350
HMP-2 6.00 94.865
;
StorHMP1 Storage 0.00 27191
StorHMP1 0.05 27293
StorHMP1 0.10 27395
StorHMP1 0.15 27497
StorHMP1 0.20 27599 StorHMP1 0.25 27701
StorHMP1 0.30 27803
StorHMP1 0.35 27905
StorHMP1 0.40 28007
StorHMP1 0.45 28109
StorHMP1 0.50 28211
StorHMP1 0.55 28313
StorHMP1 0.60 28415
StorHMP1 0.65 28517
StorHMP1 0.70 28619
StorHMP1 0.75 28721
StorHMP1 0.80 28823
StorHMP1 0.85 28925
StorHMP1 0.90 29027
StorHMP1 0.95 29129
StorHMP1 1.00 29231
StorHMP1 1.05 29336
StorHMP1 1.10 29441
StorHMP1 1.15 29545
StorHMP1 1.20 29650 StorHMP1 1.25 29755
StorHMP1 1.30 29860
StorHMP1 1.35 29965
StorHMP1 1.40 30069
StorHMP1 1.45 30174
StorHMP1 1.50 30279
StorHMP1 1.55 30384
StorHMP1 1.60 30489
StorHMP1 1.65 30593
StorHMP1 1.70 30698
StorHMP1 1.75 30803
StorHMP1 1.80 30908
StorHMP1 1.85 31013
StorHMP1 1.90 31117
StorHMP1 1.95 31222
StorHMP1 2.00 31327
StorHMP1 2.05 31435
StorHMP1 2.10 31542
StorHMP1 2.15 31650
StorHMP1 2.20 31758 StorHMP1 2.25 31866
StorHMP1 2.30 31973
StorHMP1 2.35 32081
StorHMP1 2.40 32189
StorHMP1 2.45 32296
StorHMP1 2.50 32404
StorHMP1 2.55 32512
StorHMP1 2.60 32619
StorHMP1 2.65 32727
StorHMP1 2.70 32835
StorHMP1 2.75 32943
StorHMP1 2.80 33050
StorHMP1 2.85 33158
StorHMP1 2.90 33266
StorHMP1 2.95 33373
StorHMP1 3.00 33481
StorHMP1 3.05 33592
StorHMP1 3.10 33702
StorHMP1 3.15 33813
StorHMP1 3.20 33923 StorHMP1 3.25 34034
StorHMP1 3.30 34144
StorHMP1 3.35 34255
StorHMP1 3.40 34365
StorHMP1 3.45 34476
StorHMP1 3.50 34586
StorHMP1 3.55 34697
StorHMP1 3.60 34807
StorHMP1 3.65 34918
StorHMP1 3.70 35028
StorHMP1 3.75 35139
StorHMP1 3.80 35249
StorHMP1 3.85 35360
StorHMP1 3.90 35470
StorHMP1 3.95 35581
StorHMP1 4.00 35691
StorHMP1 4.05 35804
StorHMP1 4.10 35918
StorHMP1 4.15 36031
StorHMP1 4.20 36145 StorHMP1 4.25 36258
StorHMP1 4.30 36371
StorHMP1 4.35 36485
StorHMP1 4.40 36598
StorHMP1 4.45 36712
StorHMP1 4.50 36825
StorHMP1 4.55 36938
StorHMP1 4.60 37052
StorHMP1 4.65 37165
StorHMP1 4.70 37279
StorHMP1 4.75 37392
StorHMP1 4.80 37505
StorHMP1 4.85 37619
StorHMP1 4.90 37732
StorHMP1 4.95 37846
StorHMP1 5.00 37959
;
StorHMP2 Storage 0.00 32193
StorHMP2 0.05 32310
StorHMP2 0.10 32427
StorHMP2 0.15 32545 StorHMP2 0.20 32662
StorHMP2 0.25 32779
StorHMP2 0.30 32896
StorHMP2 0.35 33013
StorHMP2 0.40 33131
StorHMP2 0.45 33248
StorHMP2 0.50 33365
StorHMP2 0.55 33482
StorHMP2 0.60 33599
StorHMP2 0.65 33717
StorHMP2 0.70 33834
StorHMP2 0.75 33951
StorHMP2 0.80 34068
StorHMP2 0.85 34185
StorHMP2 0.90 34303
StorHMP2 0.95 34420
StorHMP2 1.00 34537
StorHMP2 1.05 34657
StorHMP2 1.10 34777
StorHMP2 1.15 34897 StorHMP2 1.20 35017
StorHMP2 1.25 35137
StorHMP2 1.30 35257
StorHMP2 1.35 35377
StorHMP2 1.40 35497
StorHMP2 1.45 35617
StorHMP2 1.50 35737
StorHMP2 1.55 35857
StorHMP2 1.60 35977
StorHMP2 1.65 36097
StorHMP2 1.70 36217
StorHMP2 1.75 36337
StorHMP2 1.80 36457
StorHMP2 1.85 36577
StorHMP2 1.90 36697
StorHMP2 1.95 36817
StorHMP2 2.00 36937
StorHMP2 2.05 37060
StorHMP2 2.10 37183
StorHMP2 2.15 37306 StorHMP2 2.20 37428
StorHMP2 2.25 37551
StorHMP2 2.30 37674
StorHMP2 2.35 37797
StorHMP2 2.40 37920
StorHMP2 2.45 38043
StorHMP2 2.50 38166
StorHMP2 2.55 38288
StorHMP2 2.60 38411
StorHMP2 2.65 38534
StorHMP2 2.70 38657
StorHMP2 2.75 38780
StorHMP2 2.80 38903
StorHMP2 2.85 39025
StorHMP2 2.90 39148
StorHMP2 2.95 39271
StorHMP2 3.00 39394
StorHMP2 3.05 39520
StorHMP2 3.10 39645
StorHMP2 3.15 39771 StorHMP2 3.20 39897
StorHMP2 3.25 40023
StorHMP2 3.30 40148
StorHMP2 3.35 40274
StorHMP2 3.40 40400
StorHMP2 3.45 40525
StorHMP2 3.50 40651
StorHMP2 3.55 40777
StorHMP2 3.60 40902
StorHMP2 3.65 41028
StorHMP2 3.70 41154
StorHMP2 3.75 41280
StorHMP2 3.80 41405
StorHMP2 3.85 41531
StorHMP2 3.90 41657
StorHMP2 3.95 41782
StorHMP2 4.00 41908
StorHMP2 4.05 42037
StorHMP2 4.10 42165
StorHMP2 4.15 42294 StorHMP2 4.20 42422
StorHMP2 4.25 42551
StorHMP2 4.30 42679
StorHMP2 4.35 42808
StorHMP2 4.40 42936
StorHMP2 4.45 43065
StorHMP2 4.50 43193
StorHMP2 4.55 43322
StorHMP2 4.60 43450
StorHMP2 4.65 43579
StorHMP2 4.70 43707
StorHMP2 4.75 43836
StorHMP2 4.80 43964
StorHMP2 4.85 44093
StorHMP2 4.90 44221
StorHMP2 4.95 44350
StorHMP2 5.00 44478
\[TIMESERIES\]
;;Name Date Time Value
;;-------------- ---------- ---------- ---------- LowerOtay FILE
"LWROtay.dat.txt"
\[REPORT\]
;;Reporting Options
SUBCATCHMENTS ALL
NODES ALL
LINKS ALL
\[TAGS\]
\[MAP\]
DIMENSIONS 0.000 0.000 10000.000 10000.000
Units None
\[COORDINATES\]
;;Node X-Coord Y-Coord
;;-------------- ------------------ ------------------
POC1 4533.679 2497.409
POC2 -1279.793 2362.694
DIV1 4212.435 4352.332
DIV2 -1746.114 4082.902
STOR1 5072.539 4341.969
STOR2 -1000.000 4051.813
\[VERTICES\]
;;Link X-Coord Y-Coord
;;-------------- ------------------ ------------------
\[Polygons\]
;;Subcatchment X-Coord Y-Coord
;;-------------- ------------------ ------------------
DMA1-D 2046.581 5807.730
DMA1-C 3363.636 5851.240
DMA1-C 3314.050 5900.826
DMA3-C 3694.301 1875.648
DMA2-D -3010.363 5720.207
DMA5-C -2357.513 1523.316
DMA4-D -1414.508 1595.855
BF-1-2 -2689.119 3989.637
BF-1-1 2906.736 4279.793
DMA6-D 4655.026 1805.792
DMA7-D -609.029 1601.363
\[SYMBOLS\]
;;Gage X-Coord Y-Coord
;;-------------- ------------------ ------------------
LowerOtay 877.106 7472.745
EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build 5.1.014)
--------------------------------------------------------------
SunBow
Post-Project mitigated Condition POC1 & POC2
WARNING 04: minimum elevation drop used for Conduit BYPASS
WARNING 04: minimum elevation drop used for Conduit UNDER-DRAIN
WARNING 04: minimum elevation drop used for Conduit BYPASS2
WARNING 04: minimum elevation drop used for Conduit UNDER-DRAIN2
*********************************************************
NOTE: The summary statistics displayed in this report are
based on results found at every computational time step,
not just on results from each reporting time step.
*********************************************************
****************
Analysis Options
****************
Flow Units ............... CFS
Process Models:
Rainfall/Runoff ........ YES
RDII ................... NO
Snowmelt ............... NO
Groundwater ............ NO Flow Routing ........... YES
Ponding Allowed ........ NO
Water Quality .......... NO
Infiltration Method ...... GREEN_AMPT
Flow Routing Method ...... KINWAVE
Starting Date ............ 08/29/1951 00:00:00
Ending Date .............. 03/14/2008 23:00:00
Antecedent Dry Days ...... 0.0
Report Time Step ......... 01:00:00
Wet Time Step ............ 00:15:00
Dry Time Step ............ 04:00:00
Routing Time Step ........ 60.00 sec
************************** Volume Depth
Runoff Quantity Continuity acre-feet inches
************************** --------- -------
Initial LID Storage ...... 0.199 0.034
Total Precipitation ...... 3471.950 591.650
Evaporation Loss ......... 433.336 73.844
Infiltration Loss ........ 1359.475 231.666
Surface Runoff ........... 1714.743 292.207
LID Drainage ............. 4.444 0.757 Final Storage ............ 0.199 0.034
Continuity Error (%) ..... -1.153
************************** Volume Volume
Flow Routing Continuity acre-feet 10^6 gal
************************** --------- ---------
Dry Weather Inflow ....... 0.000 0.000
Wet Weather Inflow ....... 1719.187 560.223
Groundwater Inflow ....... 0.000 0.000
RDII Inflow .............. 0.000 0.000
External Inflow .......... 0.000 0.000
External Outflow ......... 1020.798 332.642
Flooding Loss ............ 698.055 227.472
Evaporation Loss ......... 0.000 0.000
Exfiltration Loss ........ 0.000 0.000
Initial Stored Volume .... 0.000 0.000
Final Stored Volume ...... 0.803 0.262
Continuity Error (%) ..... -0.027
******************************** Highest Flow Instability Indexes
********************************
All links are stable.
*************************
Routing Time Step Summary
*************************
Minimum Time Step : 60.00 sec
Average Time Step : 60.00 sec
Maximum Time Step : 60.00 sec
Percent in Steady State : 0.00
Average Iterations per Step : 1.01
Percent Not Converging : 0.00
***************************
Subcatchment Runoff Summary
***************************
-----------------------------------------------------------------------------
------------------------------------------------- Total Total Total Total
Imperv Perv Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff
Runoff Runoff Runoff Coeff Subcatchment in in in in in in in 10^6 gal CFS ---
-----------------------------------------------------------------------------
---------------------------------------------- DMA1-D 591.65 0.00 66.12
231.08 246.10 53.54 299.64 113.01 10.23 0.506 DMA1-C 591.65 0.00 57.28 281.00
244.85 12.57 257.42 108.48 10.64 0.435 DMA3-C 591.65 0.00 78.42 155.84 355.43
8.81 364.24 9.89 0.76 0.616 DMA2-D 591.65 0.00 68.63 202.93 273.33 53.82
327.15 327.08 28.60 0.553 DMA5-C 591.65 0.00 85.80 111.00 396.28 6.72 403.00
8.97 0.65 0.681 DMA4-D 591.65 0.00 87.24 101.76 383.47 27.64 411.11 9.37 0.68
0.695 BF-1-2 591.65 17714.19 494.08 712.65 0.00 17116.75 17158.84 316.83
28.54 0.937 BF-1-1 591.65 14064.10 499.74 675.42 0.00 13477.82 13520.41
212.93 21.01 0.923 DMA6-D 591.65 0.00 62.71 246.31 275.48 12.16 287.65 1.02
0.09 0.486 DMA7-D 591.65 0.00 69.16 217.62 259.92 49.90 309.82 1.18 0.10
0.524
***********************
LID Performance Summary
***********************
-----------------------------------------------------------------------------
---------------------------------------
Total Evap Infil Surface Drain Initial Final Continuity Inflow Loss Loss
Outflow Outflow Storage Storage Error Subcatchment LID Control in in in in in
in in % ---------------------------------------------------------------------
-----------------------------------------------
BF-1-2 BF-1-2 591.65 544.87 0.00 0.00 46.78 2.10 2.10 -0.00
BF-1-1 BF-1-1 591.65 544.87 0.00 0.00 46.78 2.10 2.10 -0.00
******************
Node Depth Summary
******************
-----------------------------------------------------------------------------
----
Average Maximum Maximum Time of Max Reported
Depth Depth HGL Occurrence Max Depth
Node Type Feet Feet Feet days hr:min Feet -----------------------------------
----------------------------------------------
POC1 OUTFALL 0.01 0.33 0.33 0 01:25 0.33
POC2 OUTFALL 0.01 0.33 0.33 0 01:06 0.33
DIV1 DIVIDER 0.01 0.33 0.33 0 01:17 0.33
DIV2 DIVIDER 0.01 0.33 0.33 0 00:54 0.33
STOR1 STORAGE 0.15 3.55 3.55 16964 17:23 3.38
STOR2 STORAGE 1.24 4.82 4.82 16970 17:18 4.74
*******************
Node Inflow Summary
*******************
-----------------------------------------------------------------------------
--------------------
Maximum Maximum Lateral Total Flow
Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence
Volume Volume Error
Node Type CFS CFS days hr:min 10^6 gal 10^6 gal Percent ---------------------
----------------------------------------------------------------------------
POC1 OUTFALL 0.85 14.08 16964 17:23 10.9 116 0.000
POC2 OUTFALL 1.43 25.57 16970 17:18 19.5 216 0.000
DIV1 DIVIDER 21.01 21.01 16970 17:16 213 213 0.000
DIV2 DIVIDER 28.54 28.54 17229 06:16 317 317 0.000
STOR1 STORAGE 0.00 20.19 16970 17:16 0 104 0.012
STOR2 STORAGE 0.00 27.71 17229 06:16 0 196 0.019
*********************
Node Flooding Summary
*********************
Flooding refers to all water that overflows a node, whether it ponds or not.
--------------------------------------------------------------------------
Total Maximum
Maximum Time of Max Flood Ponded
Hours Rate Occurrence Volume Volume
Node Flooded CFS days hr:min 10^6 gal 1000 ft3 ------------------------------
--------------------------------------------
DIV1 9928.60 0.82 57 06:23 107.746 0.000
DIV2 9421.35 0.82 57 06:19 119.709 0.000
**********************
Storage Volume Summary
**********************
-----------------------------------------------------------------------------
---------------------
Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt
Pcnt Volume Pcnt Occurrence Outflow
Storage Unit 1000 ft3 Full Loss Loss 1000 ft3 Full days hr:min CFS ----------
-----------------------------------------------------------------------------
-----------
STOR1 4.301 3 0 0 109.511 67 16964 17:22 13.91
STOR2 42.116 22 0 0 183.186 96 16970 17:17 25.27
***********************
Outfall Loading Summary
***********************
-----------------------------------------------------------
Flow Avg Max Total
Freq Flow Flow Volume
Outfall Node Pcnt CFS CFS 10^6 gal
-----------------------------------------------------------
POC1 37.41 0.02 14.08 116.175 POC2 48.82 0.03 25.57 216.443
-----------------------------------------------------------
System 43.12 0.06 25.57 332.617
********************
Link Flow Summary
********************
-----------------------------------------------------------------------------
Maximum Time of Max Maximum Max/ Max/
|Flow| Occurrence |Veloc| Full Full
Link Type CFS days hr:min ft/sec Flow Depth ---------------------------------
--------------------------------------------
BYPASS DUMMY 20.19 16970 17:16
UNDER-DRAIN CONDUIT 0.01 3748 19:11 0.18 1.08 1.00
BYPASS2 DUMMY 27.71 17229 06:16
UNDER-DRAIN2 CONDUIT 0.01 1558 05:44 0.18 1.08 1.00
MID-FLOW DUMMY 13.91 16964 17:23 MID-FLOW2 DUMMY 25.27 16970 17:18
*************************
Conduit Surcharge Summary
*************************
----------------------------------------------------------------------------
Hours Hours
--------- Hours Full -------- Above Full Capacity
Conduit Both Ends Upstream Dnstream Normal Flow Limited ---------------------
-------------------------------------------------------
UNDER-DRAIN 9894.62 9894.62 9894.62 165.32 9894.62
UNDER-DRAIN2 9379.15 9379.15 9379.15 130.45 9379.15
Analysis begun on: Thu Feb 25 13:07:44 2021
Analysis ended on: Thu Feb 25 13:08:58 2021
Total elapsed time: 00:01:14
EXPLANATION OF SELECTED VARIABLES
Parameters for the pre- and post-development models include soil type group C, D in accordance
with the San Diego County Hydrology Manual and the USGS Soil Survey. Suction head,
conductivity and initial deficit corresponds to average values expected for the soil types,
according to sources consulted, professional experience, and approximate values obtained by
the interim Orange County modeling approach.
H&A selected infiltration values, such that the percentage of total precipitation that becomes
runoff, is realistic for soil type group C, D and slightly smaller than measured values for Southern
California watersheds.
Selection of a Kinematic Approach: As the continuous model is based on hourly rainfall, and the
time of concentration for the pre-development and post-development conditions is significantly
smaller than 60 minutes, precise routing of the flows through the impervious surfaces, the
underdrain pipe system, and the discharge pipe was considered unnecessary. The truncation
error of the precipitation into hourly steps is much more significant than the precise routing
in a system where the time of concentration is much smaller than 1 hour.
The area of ‘POC1PRDevArea’ + POC1PRBasin must be equal to the area of the development
tributary to that particular biofiltration facility. Five (5) decimal places were given regarding the
areas of the bio-retention to insure that the area used by the program for the LID subroutine
corresponds exactly with these tributaries.
LID Control Editor: Explanation of Significant Variables
INFILTRATION
Height:
The storage depth variable within the SWMM model is representative of the storage volume
provided in the vault.
Seepage Rate:
The seepage rate is directly input from the geotechnical report.
Clogging factor:
A clogging factor was not used (0 indicates that there is no clogging assumed within the model).
The reason for this is related to the fairness of a comparison with the SDHM
model and the HMP sizing tables: a clogging factor was not considered, and instead, a
conservative value of infiltration was recommended.
Storage Depth:
The storage depth variable within the SWMM model is representative of the storage volume
provided beneath the engineered soil and mulch components of the biofiltration facility. This
storage volume is comprised of a gravel located bed beneath a layer of engineered soil and a
0.25 foot (3-inch) layer of landscaping mulch.
Porosity:
A porosity value of 0.4 has been selected for the model. The amended soil is to be
highly sandy in content in order to have a saturated hydraulic conductivity of approximately 5
in/hr.
H&A considers this value to be slightly high; however, in order to comply with the HMP Permit,
the value recommended by the Copermittees for the porosity of amended soil is 0.4, per
Appendix A of the Final Hydromodification Management Plan by Brown & Caldwell, dated
March 2011.
Void Ratio:
The ratio of the void volume divided by the soil volume is directly related to
porosity as n/(1-n). As the underdrain layer is composed of gravel, a porosity value of 0.4 has
been selected, which results in a void ratio of 0.4/ (1-0.4) = 0.67 for the gravel detention layer.
Clogging factor:
A clogging factor was not used (0 indicates that there is not clogging assumed
within the model). The reason for this is related to the fairness of a comparison with the SDHM
model and the HMP sizing tables: a clogging factor was not considered, and instead, a
conservative value of infiltration was recommended.
Drain (Flow) coefficient:
The flow coefficient in the SWMM Model is the coefficient needed to
transform the orifice equation into a general power law equation of the form:
= (1)
where q is the peak flow in in/hr., n is the exponent (typically 0.5 for orifice equation), H D is
the elevation of the centroid of the orifice in inches (assumed equal to the invert of the orifice
for small orifices and in our design equal to 0) and H is the depth of the water in inches.
The general orifice equation can be expressed as:
=2 (2)
where Q is the peak flow in cfs, D is the diameter in inches, c g is the typical discharge
coefficient for orifices (0.61-0.63 for thin walls and around 0.75-0.8 for thick walls), g is the
2
acceleration of gravity in ft./s, and H and H D are defined above and are also used in inches in
Equation (2).
Cutoff Flow:
This is the only significant variable in the diversion, as the type of diversion is defined by this
value. Any excess of flow over this value will be diverted into a pond subroutine (the surface
stage of the bio-retention basin) and routed there. The determination of this value equates to
the value obtained with equation (2) above, plus 1%, when H = depth of gravel layer and H=0
D
(orifice situated at the datum). Thus, once flows exceed the maximum discharge the LID orifice
experiences a head of the storage depth, ponding occurs within the biofiltration basin, routing
these additional flows via the pond riser.
Note:
The complete storage and rating curves and the respective explanation is shown at the end of
this appendix. A variable area vs. elevation storage curve was used for the final model, and a
discharge that is a function of the outlet structure in the surface was used also.
VI.H YDROMODIFICATION W ATERSHED M APS
SEE ATTACHMENT 2A FOR HMP MAPS
Sunbow II, Phase 3
Sunbow II, Phase 3
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This Instrument Benefits City Only.
No Fee Required.
MPA20-0006
DDW!Gjmf!Op/!```````````
STORM WATER MANAGEMENT FACILITIES MAINTENANCE
AGREEMENT WITH GRANT OF ACCESS AND COVENANTS
Sunbow II, Phase 3
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ARTICLE II.
3/2 Maintenance of Stormwater Management Facilities.Pxofs)t*tibmm!jotubmm-!jotqfdu-!
nbjoubjo-!sfqbjs-!boe!sfqmbdf!bmm!TXNGt!gps!uif!Qspkfdu!bt!sfrvjsfe!cz!uif!Ejsfdups!pg!
Qvcmjd!Xpslt-!ps!ijt0ifs!eftjhobufe!sfqsftfoubujw
3/2/2Tdpqf!pg!Nbjoufobodf.Nbjoufobodf!tibmm!jodmvef!jotqfdujpo!boe!tfswjdjoh!pg!
TXNGt!po!uif!tdifevmf!efufsnjofe!ofdfttbsz!up!fotvsf!uif!TXNGt!sfubjo!uifjs!
fggfdujwfoftt/!!
3/2/3Evsbujpo!pg!Pcmjhbujpo.sfqbjs!boe!sfqmbdf!uif!
TXNGt!tibmm!dpoujovf!jo!qfsqfuvjuz!voujm!bmm!pcmjhbujpot!voefs!uijt!Bhsffnfou!bsf!
usbotgfssfe!up-!boe!bttvnfe!cz-!bopuifs!pxofs!ps!foujuz!bqqspwfe!cz!Djuz!
3/3 Grant of Right of Entry/!!Pxofs)t*tibmm!hsbou!up!uif!Djuz-!jutsfqsftfoubujwft-!ps!
dpousbdupst-!ps!boz!Sftqpotjcmf!Qbsuz-!uif!sjhiu!up!foufs!uif!Qspkfduup!jotqfdu!TXNGt-ps!
qfsgpsn!boz!qfsnjuufe!bdut!ps!pcmjhbujpot!voefs!uijt!Bhsffnfou-!jodmvejoh!nbjoufobodf!pg!
tbje!gbdjmjujft!jo!uif!fwfou!uif!Pxofs)t*gbjmt)gbjm*up!gvmgjmm!jut)uifjs*nbjoufobodf!
pcmjhbujpot!bgufs!qspqfs!opujdf/
3/3/2Op!Qsjps!Opujdf/!!Djuz!tibmm!ibwf!uif!sjhiu-!bu!boz!ujnf!boe!xjuipvu!qsjps!opujdf!up!
Pxofs)t*-up!foufs!vqpo!boz!qbsu!pg!Qspkfdubt!nbz!cf!ofdfttbsz!ps!dpowfojfou!gps!boz!
bdut!qfsnjuufe!ifsfvoefs/
Rev April 2016
Qbhf!4pg!24
3/3/3Vopctusvdufe!Bddftt/!!Pxofs)t*tibmm!bu!bmm!ujnft!nbjoubjo!Qspkfdutp!bt!up!nblf!
3/4 Modification of IOMP/!!Pxofs)t*
bnfoeuif!JPNQ/!!Uif!Pxofs)t*nbz!bnfoe!uif!JPNQ!gspn!ujnf.up.ujnf-!tvckfdu!up!Djuz!
D
3/4/2/!!Boz!pcmjhbujpot-!dpoejujpot-!ps!sfrvjsfnfout!pg!bo!
bnfoefe!JPNQ!tibmm!cfdpnf!qbsu!pg!uijt!Bhsffnfou!jnnfejbufmz!bt!jg!psjhjobmmz!
jodmvefe!ifsfjo-!boe!uif!Pxofs)t*tibmm!cf!sftqpotjcmf!gps!tvdi!bnfoefe!pcmjhbujpot-!
dpoejujpot-!ps!sfrvjsfnfout/!!Uif!bnfoefe!JPNQ!tibmm!opu!cf!bqqmjfe!sfuspbdujwfmz/
Uif!JPNQ!tibmm!eftdsjcf!fnqmpzff!usbjojoh!qsphsbnt!boe!evujft-!spvujof!jotqfdujpo-!
tfswjdf!boe!pqfsbujoh!tdifevmft-!nbjoufobodf!gsfrvfodz-!boe!tqfdjgjd!nbjoufobodf!
bdujwjujft/!!
3/5 Submission of Documents/!!Pxofs)t*tibmm!jodmvef!b!dpqz!pg!uif!Jotqfdujpo-!Pqfsbujpo-!
gps!uif!TXNGt!jo!uif!TXRNQgps!Qspkfdu!boe!tvcnju!b!
dpqz!up!Djuz-!bu!uif!ujnf!Bhsffnfou!jt!fyfdvufe/
ARTICLE III.
4/2 Perform Maintenance/!!Djuz!tibmm!ibwf!uif!sjhiu-!cvu!opu!uif!pcmjhbujpo-!up!fmfdu!up!
qfsgpsn!boz!ps!bmm!pg!uif!nbjoufobodf!bdujwjujft
4/2/2Opujdf/!!Fydfqu!jo!uif!Dbtf!pg!bo!fnfshfodz-!qsjps!up!qfsgpsnjoh!boz!nbjoufobodf!
bdujwjujft-!Djuz!tibmm!qspwjef!Pxofs)t*xjui!b!xsjuufo!opujdf-!jogpsnjoh!Pxofs)t*pg!
jut!)uifjs*!gbjmvsf!up!tbujtgbdupsjmz!qfsgpsn!jut!)uifjs*!pcmjhbujpot!voefs!Bhsffnfou/!!
4/2/2/2 Emergencies/!!Jo!uif!fwfou!pg!bo!fnfshfodz-!bt!efufsnjofe!cz!Djuz-!Djuz!tibmm!
opu!cf!sfrvjsfe!up!qspwjef!Pxofs)t*xjui!opujdf!jo!bewbodf!pg!qfsgpsnjoh!boz!
boe!bmm!nbjoufobodf!bdujwjujft!ju!effnt!ofdfttbsz/
4/2/3Ujnf!up!Dvsf/!!Pxofs)t*tibmm!ibwf!b!sfbtpobcmf!ujnf-!bt!efgjofe!jo!uif!Opujdf-!up!
dvsf!boz!gbjmvsf!up!qfsgpsn!jut)uifjs*nbjoufobodf!pcmjhbujpot/!!Jg!b!dvsf!dboopu!cf!
dpnqmfufe!xjuijo!uif!ujnf!mjnju!jefoujgjfe!jo!uif!Opujdf-!Pxofs)t*tibmm!qspwjef!Djuz!
xjui!b!xsjuufo!sfrvftu!gps!beejujpobm!ujnf-!xijdi!tibmm!jodmvef!tvggjdjfoumz!efubjmfe!
fyqmbobujpo!bt!up!xiz!uif!dvsf!dboopu!cf!dpnqmfufe!xjuijo!tvdi!ujnfgsbnf/!!Jg!uif!
Djuz!bqqspwft!b!sfrvftu!gps!beejujpobm!ujnf-!Pxofs)t*tibmm!jnnfejbufmz!dpnnfodf!
tvdi!dvsf!boe!ejmjhfoumz!qvstvf!up!dpnqmfujpo/
4/2/4Dptut!pg!Nbjoufobodf/!!Jo!uif!fwfou!Djuz!qfsgpsnt!boz!nbjoufobodf!voefs!uijt!Bsujdmf!
JJJ-!uifo!Pxofs)t*tibmm!qbz!bmm!dptut!Djuz!jodvssfe!jo!qfsgpsnjoh!tbje!nbjoufobodf!
bdujwjujft/!!Qbznfou!tibmm!cf!tvckfdu!up!uif!gpmmpxjoh!ufsnt;!
4/2/4/2 Due Date/!Ofu!41/
Rev April 2016
Qbhf!5pg!24
4/2/4/3 Interest/!!Boz!mbuf!qbznfou!tibmm!cf!tvckfdu!up!b!sbuf!pg!fjhiu!qfsdfou!)9&*!
joufsftu!qfs!boovn/
4/2/4/4 Use of Security/!!Jg!qbznfou!jt!opu!sfdfjwfe!cz!uif!Evf!Ebuf-!Djuz!nbz-!bu!jut!
pqujpo-!sfdpwfs!jut!dptut!uispvhi!vtf!pg!boz!tfdvsjuz!qspwjefe!cz!Pxofs)t*/
Boz!dptut!bttpdjbufe!xjui!sfdpwfsz!tibmm!cf!dibshfe!up!boe!cf!bo!pcmjhbujpo!pg!
Pxofs)t*/
4/3 City Inspections/!!Djuz!tibmm!ibwf!uif!sjhiu!up!dpoevdu!jotqfdujpot!pg!uif!TXNGt!gspn!
ujnf.up.ujnf!bt!sfrvjsfe!cz!uif!Obujpobm!QpmmvubouEjtdibshf!Fmjnjobujpo!Tztufn!
Nvojdjqbm!Qfsnju-!Psefs!Op/!S:.3124.1112!boeboz!sf.jttvbodft!uifsfpg-!up!fotvsf!
befrvbuf!nbjoufobodf!boe!fggfdujwfoftt!pg!uif!TXNGt/!!Pxofs)t*bhsfft)bhsff*up!qbz!bmm!
jotqfdujpo!gfft!bt!nbz!cf!ftubcmjtife!cz!Djuz/!
ARTICLE IV. INDEMNITY
5/2 General Requirement/!!Pxofs)t*tibmm!efgfoe-!joefnojgz-!qspufdu!boe!ipme!ibsnmftt!uif!
gspn!boe!bhbjotu!boz!boe!bmm!dmbjnt-!efnboet-!dbvtft!pg!bdujpo-!dptut-!fyqfotft-!mjbcjmjuz-!
mptt-!ebnbhf!ps!jokvsz-!jo!mbx!ps!frvjuz-!up!qspqfsuz!ps!qfstpot-!jodmvejoh!xspohgvm!efbui-!
jo!boz!nboofs!bsjtjoh!pvu!pg!ps!jodjefou!up!boz!bmmfhfe!bdut-!pnjttjpot-!ofhmjhfodf-!ps!
xjmmgvm!njtdpoevdu!pg!Pxofs)t*-jut!pggjdjbmt-!pggjdfst-!fnqmpzfft-!bhfout-!boe!dpousbdupst!
ps!sfqmbdfnfou!pg!uif!CNQt!ps!uijt!Bhsffnfou/!!Uijt!joefnojuz!qspwjtjpo!epft!opu!jodmvef!
boz!dmbjnt-!ebnbhft-!mjbcjmjuz-!dptut!boe!fyqfotft!)jodmvejoh!xjuipvu!mjnjubujpot-!buupsofzt!
gfft*!bsjtjoh!gspn!uif!tpmf!ofhmjhfodf!ps!tpmf!xjmmgvm!njtdpoevdu!pg!uif!Joefnojufft/!Bmtp!
dpwfsfe!jt!voefs!uif!joefnojuz!pcmjhbujpot!jt!mjbcjmjuz!bsjtjoh!gspn-!dpoofdufe!xjui-!dbvtfe!
cz!ps!dmbjnfe!up!cf!dbvtfe!cz!uif!bdujwf!ps!qbttjwf!ofhmjhfou!bdut!ps!pnjttjpot!pg!uif!
Joefnojufft-!xijdi!nbz!cf!jo!dpncjobujpo!xjui!uif!bdujwf!ps!qbttjwf!ofhmjhfou!bdut!ps!
pnjttjpot!pg!uif!Joefnojupst/
5/3 Costs of Defense and Award/!!Jodmvefe!jo!uif!pcmjhbujpot!jo!Tfdujpo!5/2-!bcpwf-!jt!uif!
tvjut-!bdujpot!ps!puifs!mfhbm!qspdffejoht!pg!fwfsz!ljoe!uibu!nbz!cf!cspvhiu!ps!jotujuvufe!
bhbjotu!uif!Joefnojufft/!!Pxofs)t*tibmm!qbz!boe!tbujtgz!boz!kvehnfou-!bxbse!ps!efdsff!uibu!
nbz!cf!sfoefsfe!bhbjotu!Joefnojufft!gps!boz!boe!bmm!mfhbm!fyqfotf!boe!dptu!jodvssfe!cz!
fbdi!pg!uifn!jo!dpoofdujpo!uifsfxjui/!!
5/4 Conduct Own Defense/!!Jg!Djuz!fmfdut-!bu!jut!tpmf!ejtdsfujpo-!up!dpoevdu!jut!pxo!efgfotf-!
qbsujdjqbuf!jo!jut!pxo!efgfotf-!ps!pcubjo!joefqfoefou!mfhbm!dpvotfm!jo!efgfotf!po!boz!dmbjn!
sfmbufe!up!uif!jotubmmbujpo-!jotqfdujpo-!nbjoufobodf-!sfqbjs!ps!sfqmbdfnfou!pg!uif!TXNGt-!
Pxofs)t*bhsfft)bhsff*up!qbz!uif!sfbtpobcmf!w
sfbtpobcmf!dptut/
5/5 Insurance Proceeds
qspdffet-!jg!boz-!sfdfjwfe!cz!Joefnojufft/!
Rev April 2016
Qbhf!6pg!24
5/6 Declarations Bsujdmf!JWtibmm!opu!cf!mjnjufe!cz!boz!qsjps!
ps!tvctfrvfou!efdmbsbujpo!cz!uif!Pxofs)t*/
5/7 Enforcement Costs/!!Pxofs)t*bhsfft)bhsff*up!qbz!boz!boe!bmm!dptut!Joefnojufft!jodvs!
fogpsdjoh!uif!joefnojuz!boe!efgfotf!qspwjtjpot!tfu!gpsui!jo!uijt!Bsujdmf!JW/
5/8 Survival
Bhsffnfou/
ARTICLE V. INSURANCE
6/2 Insurance/!!Jo!uif!fwfou!uibu!jotvsbodf!jt!sfrvjsfe!cz!Djuz-!Pxofs)t*tibmm!opu!cfhjo!xpsl!
voefs!uijt!Bhsffnfou!voujm!ju!ibt)uifzibwf*!
qspwjefe!up!uif!Djuz-!jotvsbodf!dfsujgjdbuft!sfgmfdujoh!fwjefodf!pg!bmm!jotvsbodf!sfrvjsfe!jo!
uijt!Bsujdmf!W<!)jj*!pcubjofe!Djuz!bqqspwbm!pg!fbdi!dpnqboz!ps!dpnqbojft<!boe!)jjj*!
dpogjsnfe!uibu!bmm!qpmjdjftdpoubjo!uif!tqfdjgjd!qspwjtjpot!sfrvjsfe!cz!uijt!Tfdujpo/!!
6/3 Types of Insurance/!!Bu!bmm!ujnft!evsjoh!uif!ufsn!pg!uijt!Bhsffnfou-!Pxofs)t*tibmm!
nbjoubjo!uiptf!uzqft!pg!jotvsbodf!dpwfsbhf!boe!bnpvout!pg!dpwfsbhf!sfrvjsfe!cz!Djuz!up!
qspufdu!uif!Djuz!gspn!boz!qpufoujbm!dmbjnt-!xijdi!nbz!bsjtf!gspn!uif!jotubmmbujpo-!
jotqfdujpo-!nbjoufobodf-!sfqbjs!ps!sfqmbdfnfou!pg!uif!TXNGt!ps!boz!puifs!pcmjhbujpot!
voefs!uijt!Bhsffnfou/
6/4 Policy Endorsements Required/
6/4/2Beejujpobm!Jotvsfet/!!Djuz!pg!Divmb!Wjtub-!jut!pggjdfst-!pggjdjbmt-!fnqmpzfft-!bhfout!
boe!wpmvouffst!bsf!up!cf!obnfe!bt!beejujpobm!jotvsfet!xjui!sftqfdu!bmm!sfrvjsfe!
qpmjdjft!pg!jotvsbodf!xjui!sftqfdu!up!mjbcjmjuz!bsjtjoh!pvu!pg!pcmjhbujpot!voefs!uijt!
Bhsffnfou!qfsgpsnfe!cz!ps!po!cfibmg!pg!uif!Pxofs)t*/
6/4/3Qsjnbsz!Jotvsbodf
qsjnbsz!jotvsbodf!bt!ju!qfsubjot!up!uif!Djuz-!jut!pggjdfst-!pggjdjbmt-!fnqmpzfft-!bhfout-!
boe!wpmvouffst/!Boz!jotvsbodf!ps!tfmg.jotvsbodf!nbjoubjofe!cz!uif!Djuz-!jut!pggjdfst-!
pggjdjbmt-!fnqmpzfft-!ps!wpmvouffst!jt!xipmmz!tfqbsbuf!gspn!uif!jotvsbodf!pg!uif!
Pxofs)t*boe!jo!op!xbz!sfmjfwft!uif!Pxofs)t*gspn!jut!)uifjs*!sftqpotjcjmjuz!up!
qspwjef!jotvsbodf/!!!
6/4/4Xbjwfs!pg!TvcsphbujpoXbjwfs!pg!Tvcsphbujpo!jo!
gbwps!pg!uif!Djuz!gps!fbdi!sfrvjsfe!qpmjdz!qspwjejoh!dpwfsbhf!gps!uif!ufsn!sfrvjsfe!cz!
uijt!Bhsffnfou/
6/4/5Dbodfmmbujpo/!!Uif!jotvsbodf!qpmjdjft!sfrvjsfe!nvtu!cf!foepstfe!up!tubuf!uibu!dpwfsbhf!
xjmm!opu!cf!dbodfmfe!cz!fjuifs!qb
vqpo!uif!dpnqboz-!jut!bhfo
Rev April 2016
Qbhf!7pg!24
6/5 Proof of Insurance Coverage/!!!!Pxofs)t*tibmm!gvsojti!uif!Djuz!xjui!psjhjobm!dfsujgjdbuft!
boe!bnfoebupsz!foepstfnfout!bggfdujoh!dpwfsbhf!sfrvjsfe/!!Uif!foepstfnfout!tipvme!cf!
po!jotvsbodf!joevtusz!gpsnt-!qspwjefe!uiptf!foepstfnfout!ps!qpmjdjft!dpogpsn!up!uif!
dpousbdu!sfrvjsfnfout/!Bmm!dfsujgjdbuft!boe!foepstfnfout!bsf!up!cf!sfdfjwfe!boe!bqqspwfe!
cz!uif!Djuz!cfgpsf!xpsl!dpnnfodft!po!uif!Qspkfdu/!Uif!Djuz!sftfswft!uif!sjhiu!up!sfrvjsf-!
bu!boz!ujnf-!dpnqmfuf-!dfsujgjfe!dpqjft!pg!bmm!sfrvjsfe!jotvsbodf!qpmjdjft-!jodmvejoh!
foepstfnfout!fwjefodjoh!uif!dpwfsbhf!sfrvjsfe!cz!uiftf!tqfdjgjdbujpot/
6/6 Deductibles and Self-Insured Retentions/!!Boz!efevdujcmft!ps!tfmg.jotvsfe!sfufoujpot!
nvtu!cf!efdmbsfe!up!boe!bqqspwfe!cz!uif!Djuz/!!Bu!uif!pqujpo!pg!uif!Djuz-!fjuifs!uif!jotvsfs!
xjmm!sfevdf!ps!fmjnjobuf!tvdi!efevdujcmft!ps!tfmg.jotvsfe!sfufoujpot!bt!uifz!qfsubjo!up!uif!
Djuz-!jut!pggjdfst-!pggjdjbmt-!fnqmpzfft!boe!wpmvouffst<!ps!uif!Pxofs)t*xjmm!qspwjef!b!
gjobodjbm!hvbsbouff!tbujtgbdupsz!up!uif!Djuz!hvbsbouffjoh!qbznfou!pg!mpttft!boe!sfmbufe!
jowftujhbujpot-!dmbjn!benjojtusbujpo-!boe!efgfotf!fyqfotft/
6/7 Active Negligence/!!Dpwfsbhf!tibmm!opu!fyufoe!up!boz!joefnojuz!dpwfsbhf!gps!uif!bdujwf!
ofhmjhfodf!pg!uif!beejujpobm!jotvsfet!jo!boz!dbtf!xifsf!bo!bhsffnfou!up!joefnojgz!uif!
beejujpobm!jotvsfe!xpvme!cf!jowbmje!voefs!Tvcejwjtjpo!)c*!pg!Tfdujpo!3893!pg!uif!Djwjm!
Dpef/
6/8 Not a Limitation of Other Obligations/!!Jotvsbodf!qspwjtjpot!voefs!uijt!Bsujdmf!tibmm!opu!
ARTICLE VI. SECURITY
7/2 Security Required/!Jg!xjuijo!boz!gjwf.zfbs!qfsjpe-!Djuz!jotqfdupst!efufsnjof!po!uxp!
pddbtjpot!uibu!Pxofs)t*ibt)ibwf*gbjmfe!up!fggfdujwfmz!pqfsbuf-!nbjoubjo-!ps!sfqbjs!uif!
TXNGt-!Djuz!nbz!sfrvjsf!Pxofs)t*up!qspwjef!Djuz!xjui!Tfdvsjuz!up!bttvsf!uif!gbjuigvm!
qfsgpsnbodf!pg!uif!pcmjhbujpot!pg!uijt!Bhsffnfou/!
7/2/2Bnpvou!pg!Tfdvsjuz/!Uif!bnpvou!pg!uif!tfdvsjuz!tibmm!frvbm!uif!dptu!upnbjoubjo!uif!
TXNGt!gps!uxp!)3*!zfbst-!xijdi!dptu!tibmm!cf!efufsnjofe!bt!jefoujgjfe!jo!uif!Qspkfdu!
TXRNQ
7/2/3Uzqfpg!Tfdvsjuz/!!Tfdvsjuz!nbz!cf!pg!boz!pg!uif!gpmmpxjoh!uzqft;
7/2/3/2 Performance Bond/!!Pxofs)t*tibmm!qspwjef!up!uif!Djuz!b!qfsgpsnbodf!cpoe!jo!
gbwps!pg!uif!Djuz!jo!uif!Tfdvsjuz!Bnpvou!boe!tvckfdu!up!uif!qspwjtjpot!cfmpx/
b/Dfsujgjdbuf!pg!Bhfodz/!!Bmm!cpoet!tjhofe!cz!bo!bhfou!nvtu!cf!bddpnqbojfe!
c/Mjdfotjoh!boe!Sbujoh/!!Uif!cpoet!tibmm!cf!gspn!tvsfuz!dpnqbojft!benjuufe!
up!ep!cvtjoftt!jo!uif!Tubuf!pg!Dbmjgpsojb-!mjdfotfe!ps!bvuipsj{fe!jo!uif!
kvsjtejdujpo!jo!xijdi!uif!Qspkfdu!jt!mpdbufe!up!jttvf!cpoet!gps!uif!mjnjut!
sfrvjsfe!cz!uijt!bhsffnfou-!mjtufe!bt!bqqspwfe!cz!uif!Vojufe!Tubuft!
Rev April 2016
Qbhf!8pg!24
Efqbsunfou!pg!Usfbtvsz!Djsdvmbs!681-!iuuq;00xxx/gnt/usfbt/hpw0d681-!boe!
xijdi!bmtp!tbujtgz!uif!sfrvjsfnfout!tubufe!jo!Tfdujpo!::6/771!pg!uif!Dpef!
pg!Djwjm!Qspdfevsf-!fydfqu!bt!qspwjefe!puifsxjtf!cz!mbxt!ps!sfhvmbujpo-!
boe!ibwf!b!njojnvn!BN!Cft.
ufo!qfsdfou!)21&*!pg!jut!dbqjubm!boe!tvsqmvt/
d/Jotpmwfodz!ps!Cbolsvqudz/!!Jg!uif!tvsfuz!po!boz!cpoe!gvsojtife!cz!uif!
Pxofs)t*jt!efdmbsfe!cbolsvqu!ps!cfdpnft!jotpmwfou!ps!jut!sjhiu!up!ep!
cvtjoftt!jt!ufsnjobufe!jo!boz!tubuf!xifsf!boz!qbsu!pg!uif!Qspkfdu!jt!mpdbufe-!
Pxofs)t*tibmm!xjuijo!tfwfo!)8*!ebzt!uifsfbgufs!tvctujuvuf!ps!sfrvjsf!uif!
tvctujuvujpo!pg!bopuifs!cpoe!boe!tvsfuz-!bddfqubcmf!up!uif!Djuz/
7/2/3/3 Letter of Credit pot!voefs!uijt!Bhsffnfou-!
Pxofs)t*tibmm!dbvtf!bo!jssfwpdbcmf!mfuufs!pg!dsfeju!jo!uif!Tfdvsjuz!Bnpvou!
obujpobm!gjobodjbm!jotujuvujpo!xjui!b!csbodi!mpdbufe!jo!Divmb!Wjtub/!!
b/Esbx!po!Mfuufs!pg!Dsfeju/!!Uif!Djuz!nbz!esbx!vqpo!uif!Mfuufs!pg!Dsfeju!
gps!uif!gvmm!bnpvou!ps!boz!tfsjft!pg!qbsujbm!bnpvout!bt!ofdfttbsz!cz!nfbot!
pg!b!tjhiu!esbgu!bddpnqbojfe!cz!b!tubufnfou!gspn!uif!Djuz!Nbobhfs-!
Efqvuz!Djuz!Nbobhfs-!Cvtjoftt!Dfoufs!Nbobhfs-!uibu!uif!Pxofs)t*
ibt)ibwf*
7/2/3/4 Cash Deposit/!!Jo!mjfv!pg!b!Qfsgpsnbodf!Cpoe!ps!Mfuufs!pg!Dsfeju-!Pxofs)t*
nbz!efqptju!uif!Tfdvsjuz!Bnpvou!xjui!uif!Djuz/
b/Sfuvso!pg!Tfdvsjuz/!!Boz!vovtfe!cbmbodf!pg!uif!Tfdvsjuz!bu!uif!foe!pg!uif!
Ufsn!tibmm!cf!sfuvsofe!up!uif!Pxofs)t*
bddpvoujoh!qspdfevsft/
7/2/4Bekvtunfou!gps!Jogmbujpo/!Uif!Tfdvsjuz!Bnpvou!tibmm!cf!bekvtufe!bu!b!sbuf!pg!6&!qfs!
boovn/!!
7/2/5Ufsn/!!Tfdvsjuz!tibmm!sfnbjo!jo!gvmm!gpsdf!boe!fggfdu!gps!uxp!)3*!zfbst!gspn!uif!ebuf!ju!
jt!sfdfjwfe!cz!uif!Djuz!qspwjefe!op!gvsuifs!gbjmvsft!bsf!jefoujgjfe!cz!Djuz!Jotqfdupst!
evsjoh!uif!jojujbm!uxp!)3*!zfbs!qfsjpe/!!Jo!uif!fwfou!beejujpobm!wjpmbujpot!pddvs-!uif!
Djuz!tibmm!sfubjo!uif!Tfdvsjuz!voujm!tvdi!ujnf!bt!uif!Djuz!Nbobhfs-!jo!ijt!tpmf!
ejtdsfujpo-!effnt!bqqspqsjbuf!up!fotvsf!uif!pcmjhbujpot!xjmm!cf!tbujtgjfe/
7/2/6Gpsn!pg!Tfdvsjuz/!!Tfdvsjuz!sfrvjsfe!voefs!uijt!Bsujdmf!tibmm!cf!jo!b!gpsn!tbujtgbdupsz!
up!uif!Djuz!Nbobhfs!boe!Djuz!Buupsofz/
7/2/7Vtf!pg!Tfdvsjuz/!!Jo!bddpsebodf!xjui!Bsujdmf!JJJ-!Djuz!nbz!vtf!bmm!ps!boz!qpsujpo!pg!
Rev April 2016
Qbhf!9pg!24
7/2/8Sfqmfojti!Tfdvsjuz/!!Jg!bu!boz!ujnf!uif!Tfdvsjuz!Bnpvou!tibmm!espq!cfmpx!uif!bnpvou!
sfrvjsfe!voefs!Tfdujpo7/2/2-!Pxofs)t*tibmm!efqptju!beejujpobm!gvoet-!qspwjef!bo!
beejujpobm!Mfuufs!pg!Dsfeju!up!Djuz-!ps!qspwjef!bo!beejujpobm!cpoe!xjuijo!uijsuz!)41*!
ebzt-!tvdi!uibuuif!upubm!bnpvou!pg!Tfdvsjuz!bwbjmbcmf!up!uif!Djuz!jt!frvbm!up!uif!
bnpvou!sfrvjsfe!jo!Tfdujpo!7/2/2/
ARTICLE VII. RECORDS
8/2 Record Keeping/!!Uif!eftjhobujpo!pg!b!Sftqpotjcmf!Qbsuz!up!nbjoubjo!uif!TXNGt!epft!
opu!sfmjfwf!Pxofs)t*pg!boz!pg!uif!pcmjhbujpot!ps!evujft!voefs!uijt!Bhsffnfou/!!Pxofs)t*-
jut)uifjs*tvddfttpst-!ps!b!eftjhobufe!Sftqpotjcmf!Qbsuz-!tibmm!sfubjo!sfdpset!pg!uif!JPNQ!
boe!nbjoufobodf!boe!jotqfdujpo!bdujwjujft!gps!bu!mfbtu!gjwf!zfbst/!!Tbje!sfdpset!tibmm!cf!
nbef!bwbjmbcmf!xjuijo!6!ebzt-!vqpo!sfrvftu!cz!Djuz/
ARTICLE VIII. STANDARD PROVISIONS
9/2 Headings/!Bmm!ifbejoht!bsf!gps!dpowfojfodf!pomz!boe!tibmm!opu!bggfdu!uif!joufsqsfubujpo!pg!
uijt!Bhsffnfou/
9/3 Gender & Number/!!Xifofwfs!uif!dpoufyu!sfrvjsft-!uif!vtf!ifsfjo!pg!)j*!uif!ofvufs!hfoefs!
jodmveft!uif!nbtdvmjof!boe!uif!gfnjojof!hfoefst!boe!)jj*!uif!tjohvmbs!ovncfs!jodmveft!uif!
qmvsbm!ovncfs/
9/4 Reference to Paragraphs/!!Fbdi!sfgfsfodf!jo!uijt!Bhsffnfou!up!bo!Bsujdmf!ps!Tfdujpo
sfgfst-!vomftt!puifsxjtf!tubufe-!up!bo!Bsujdmf!ps!Tfdujpo!jouijt!Bhsffnfou/
9/5/Incorporation of Recitals/!!Bmm!sfdjubmt!ifsfjo!bsf!jodpsqpsbufe!joup!uijt!Bhsffnfou!boe!
bsf!nbef!b!qbsu!ifsfpg/
9/6 Covenants and Conditions/!Bmm!qspwjtjpot!pg!uijt!Bhsffnfou!fyqsfttfe!bt!fjuifs!
dpwfobout!ps!dpoejujpot!po!uif!qbsu!pg!uif!Djuz!ps!uif!Pxofs)t*-tibmm!cf!effnfe!up!cf!cpui!
dpwfobout!boe!dpoejujpot/
9/7 Integration.Uijt!Bhsffnfou!boe!uif!Fyijcjut!boe!sfgfsfodft!jodpsqpsbufe!joup!uijt!
Bhsffnfou!gvmmz!fyqsftt!bmm!voefstuboejoht!pg!uif!Qbsujft!dpodfsojoh!uif!nbuufst!dpwfsfe!jo!
uijt!Bhsffnfou/!Op!dibohf-!bmufsbujpo-!ps!npejgjdbujpo!pg!uif!ufsnt!ps!dpoejujpot!pg!uijt!
Bhsffnfou-!boe!op!wfscbm!voefstuboejoh!pg!uif!Qbsujft-!uifjs!pggjdfst-!bhfout-!ps!fnqmpzfft!
tibmm!cf!wbmje!vomftt!nbef!jo!uif!gpsn!pg!b!xsjuufo!dibohfbhsffe!up!jo!xsjujoh!cz!cpui!
Qbsujft!ps!bo!bnfoenfou!up!uijt!Bhsffnfou!bhsffe!up!cz!cpui!Qbsujft/!Bmm!qsjps!ofhpujbujpot!
boe!bhsffnfout!bsf!nfshfe!joup!uijt!Bhsffnfou/
9/8 Severability/!!Uif!vofogpsdfbcjmjuz-!jowbmjejuz-!ps!jmmfhbmjuz!pg!boz!qspwjtjpo!pguijt!
Bhsffnfou!tibmm!opu!sfoefs!boz!puifs!qspwjtjpo!pg!uijt!Bhsffnfou!vofogpsdfbcmf-!jowbmje-!
ps!jmmfhbm/!!Jo!uif!fwfou!uibu!boz!qspwjtjpo!pg!uijt!Bhsffnfou!tibmm!gps!boz!sfbtpo-!cf!
efufsnjofe!up!cf!jowbmje-!jmmfhbm-!ps!vofogpsdfbcmf!jo!boz!sftqfdu-!uif!sfnbjoefs!pg!uijt!
Bhsffnfou!tibmm!sfnbjo!jo!gvmm!gpsdf!boe!fggfdu!boe!uif!qbsujft!ifsfup!tibmm!ofhpujbuf!jo!
hppe!gbjui!boe!bhsff!up!tvdi!bnfoenfout-!npejgjdbujpot-!ps!tvqqmfnfout!up!uijt!Bhsffnfou!
Rev April 2016
Qbhf!:pg!24
ps!tvdi!puifs!bqqspqsjbuf!bdujpo!bt!tibmm-!up!uif!nbyjnvn!fyufou!qsbdujdbcmf!jo!mjhiu!pg!tvdi!
efufsnjobujpo-!jnqmfnfou!boe!hjwf!fggfdu!up!uif!joufoujpot!pg!uif!qbsujft!bt!sfgmfdufe!ifsfjo/
9/9 Drafting Ambiguities/!!Uif!Qbsujft!bhsff!uibu!uifz!bsf!bxbsf!uibu!uifz!ibwf!uif!sjhiu!up!cf!
bewjtfe!cz!dpvotfm!xjui!sftqfdu!up!uif!ofhpujbujpot-!ufsnt!boe!dpoejujpot!pg!uijt!
Bhsffnfou-!boe!uif!efdjtjpo!pg!xifuifs!ps!opu!up!tffl!bewjdf!pg!dpvotfm!xjui!sftqfdu!up!uijt!
Bhsffnfou!jt!b!efdjtjpo!uibu!jt!uif!tpmf!sftqpotjcjmjuz!pg!fbdi!Qbsuz/!Uijt!Bhsffnfou!tibmm!
opu!cf!dpotusvfe!jogbwps!pg!ps!bhbjotu!fjuifs!Qbsuz!cz!sfbtpo!pg!uif!fyufou!up!xijdi!fbdi!
Qbsuz!qbsujdjqbufe!jo!uif!esbgujoh!pg!uif!Bhsffnfou/
9/:Conflicts Between Terms/!!Jg!bo!bqqbsfou!dpogmjdu!ps!jodpotjtufodz!fyjtut!cfuxffo!uif!
nbjo!cpez!pg!uijt!Bhsffnfou!boe!uif!Fyijcjut-!uif!nbjo!cpez!pg!uijt!Bhsffnfou!tibmm!
dpouspm/!Jg!b!dpogmjdu!fyjtut!cfuxffo!bo!bqqmjdbcmf!gfefsbm-!tubuf-!ps!mpdbm!mbx-!svmf-!
sfhvmbujpo-!psefs-!ps!dpef!boe!uijt!Bhsffnfou-!uif!mbx-!svmf-!sfhvmbujpo-!psefs-!ps!dpef!tibmm!
dpouspm/!Wbszjoh!efhsfft!pg!tusjohfodz!bnpoh!uif!nbjo!cpez!pg!uijt!Bhsffnfou-!uif!
Fyijcjut-!boe!mbxt-!svmft-!sfhvmbujpot-!psefst-!ps!dpeft!bsf!opu!effnfe!dpogmjdut-!boe!uif!
nptu!tusjohfou!sfrvjsfnfou!tibmm!dpouspm/!Fbdi!Qbsuz!tibmm!opujgz!uif!puifs!jnnfejbufmz!
vqpo!uif!jefoujgjdbujpo!pg!boz!bqqbsfou!dpogmjdu!ps!jodpotjtufodz!dpodfsojoh!uijt!
Bhsffnfou/
9/21 Prompt Performance/!!Ujnf!jt!pg!uif!fttfodf!pg!fbdi!dpwfobou!boe!dpoejujpo!tfu!gpsui!jo!
uijt!Bhsffnfou/
9/22 Good Faith Performance/!!Uif!Qbsujft!tibmm!dppqfsbuf!xjui!fbdi!puifs!johppe!gbjui-!boe!
bttjtu!fbdi!puifs!jo!uif!qfsgpsnbodf!pg!uif!qspwjtjpot!pg!uijt!Bhsffnfou/
9/23 Further Assurances/!!Djuz!boe!Pxofs!fbdi!bhsff!up!fyfdvuf!boe!efmjwfs!tvdi!beejujpobm!
epdvnfout!bt!nbz!cf!sfrvjsfe!up!fggfduvbuf!uif!qvsqptft!pg!uijt!Bhsffnfou/!
9/24 Exhibits/!!Fbdi!pg!uif!gpmmpxjoh!Fyijcjut!jt!buubdife!ifsfup!boe!jodpsqpsbufe!ifsfjo!cz!uijt!
sfgfsfodf;
Fyijcju!B;!!Wjdjojuz!nbq
Fyijcju!C;!!!Mfhbm!Eftdsjqujpo!gps!Qspkfdu
Fyijcju!D;!!CNQ!boe!INQuzqf-!mpdbujpo!boe!ejnfotjpot
Fyijcju!E;!!Nbjoufobodf!sfdpnnfoebujpot!boe!gsfrvfodz/Jotqfdujpo-!Pqfsbujpo-!boe!
Nbjoufobodf!Qmbo!)JPNQ*
9/25 Compliance with Controlling Law/!!Uif!Pxofs)t*tibmm!dpnqmz!xjui!bmm!mbxt-!psejobodft-!
sfhvmbujpot-!boe!qpmjdjft!pg!uif!gfefsbm-!tubuf-!boempdbm!hpwfsonfout!bqqmjdbcmf!up!uijt!
Bhsffnfou/!!Jo!beejujpo-!uif!Pxofs)t*tibmm!dpnqmz!jnnfejbufmz!xjui!bmm!ejsfdujwft!jttvfe!
cz!uif!Djuz!ps!jut!bvuipsj{fe!sfqsftfoubujwft!voefs!bvuipsjuz!pg!boz!mbxt-!tubuvuft-!
psejobodft-!svmft-!ps!sfhvmbujpot/!
9/26 Enforcement/!!Gbjmvsf!up!dpnqmz!xjui!uif!ufsnt!pg!uijt!Bhsffnfou!dpotujuvuft!b!wjpmbujpo!
sfhvmbujpot!boe!benjojtusbujwf!qspdfevsft/!
Rev April 2016
Qbhf!21pg!24
9/27 Jurisdiction, Venue, and Attorney Fees/!!Uijt!Bhsffnfou!tibmm!cf!hpwfsofe!cz!boe!
dpotusvfe!jo!bddpsebodf!xjui!uif!mbxt!pg!uif!Tubuf!pg!Dbmjgpsojb/!!Boz!bdujpo!bsjtjoh!voefs!
ps!sfmbujoh!up!uijt!Bhsffnfou!tibmm!cfcspvhiu!pomz!jo!uif!gfefsbm!ps!tubuf!dpvsut!mpdbufe!jo!
Tbo!Ejfhp!Dpvouz-!Tubuf!pg!Dbmjgpsojb-!boe!jg!bqqmjdbcmf-!uif!Djuz!pg!Divmb!Wjtub-!ps!bt!
dmptf!uifsfup!bt!qpttjcmf/!!Wfovf!gps!uijt!Bhsffnfou-!boe!qfsgpsnbodf!ifsfvoefs-!tibmm!cf!
uif!Djuz!pg!Divmb!Wjtub/!Uif!qsfwbjmjoh!Qbsuz!jo!boz!tvdi!tvju!ps!qspdffejoh!tibmm!cf!
foujumfe!up!b!sfbtpobcmf!bxbse!pg!buupsofz!gfft!jo!beejujpo!up!boz!puifs!bxbse!nbef!jo!tvdi!
tvju!ps!qspdffejoh/
9/28 Administrative Claims Requirement and Procedures/!!Op!tvju!tibmm!cf!cspvhiu!bsjtjoh!
pvu!pg!uijt!bhsffnfou-!bhbjotu!uif!Djuz-!vomftt!b!dmbjn!ibt!gjstu!cffo!qsftfoufe!jo!xsjujoh!
boe!gjmfe!xjui!uif!Djuz!pg!Divmb!Wjtub!boe!bdufe!vqpo!cz!uif!Djuz!pg!Divmb!Wjtub!jo!
bddpsebodf!xjui!uif!qspdfevsft!tfu!gpsui!jo!Dibqufs!2/45!pg!uif!DivmbWjtub!Nvojdjqbm!
Dpef-!uif!qspwjtjpot!pg!xijdi!bsf!jodpsqpsbufe!cz!uijt!sfgfsfodf!bt!jg!gvmmz!tfu!gpsui!ifsfjo/
9/29 Third Party Relationships/!!Opuijoh!jo!uijt!Bhsffnfou!tibmm!dsfbuf!b!dpousbduvbm!
sfmbujpotijq!cfuxffo!Djuz!boe!boz!joejwjevbm-!foujuz-!ps!puifs!opu!b!qbsuz!up!uijt!Bhsffnfou/
9/2:Non-Assignment/!!Uif!Pxofs)t*tibmm!opu!bttjho!uif!pcmjhbujpot!voefs!uijt!Bhsffnfou-!
xifuifs!cz!fyqsftt!bttjhonfou-!cz!tbmf!pg!uif!dpnqboz-!ps!boz!npojft!evf!ps!up!cfdpnf!
evf-!xjuipvu!uif!Djuz(t!qsjps!xsjuufo!bqqspwbm/!!Boz!bttjhonfou!jo!wjpmbujpo!pg!uijt!
qbsbhsbqi!tibmm!dpotujuvuf!b!Efgbvmu/!Jo!op!fwfou!tibmm!boz!qvubujwf!bttjhonfou!dsfbuf!b!
dpousbduvbm!sfmbujpotijq!cfuxffo!uif!Djuz!boe!boz!qvubujwf!bttjhoff/
9/31 Successors in Interest/!!Uijt!Bhsffnfou!boe!bmm!sjhiut!boe!pcmjhbujpot!dsfbufe!cz!uijt!
Bhsffnfou!tibmm!cf!jo!gpsdf!boe!fggfdu!xifuifs!ps!opu!boz!Qbsujft!up!uif!Bhsffnfou!ibwf!
cffo!tvddffefe!cz!bopuifs!foujuz-!boe!bmm!sjhiut!boe!pcmjhbujpot!dsfbufe!cz!uijt!Bhsffnfou!
tibmm!cf!wftufe!boe!cjoejoh!po!boz!Qbsuz(t!tvddfttps!jo!joufsftu/
9/32 Agreement Runs with Project/!!Uif!ufsnt-!dpwfobout!boe!dpoejujpot!dpoubjofe!jo!uijt!
Bhsffnfou!tibmm!dpotujuvuf!dpwfobout!svoojoh!xjui!uif!mboe!boe!tibmm!cf!cjoejoh!vqpo!uif!
ifjst-!fyfdvupst-!benjojtusbupst-!tvddfttpst!boe!bttjhot!pg!Pxofs)t*boe!Djuz!boe!tibmm!cf!
effnfe!up!cf!gps!uif!cfofgju!pg!bmm!qfstpot!pxojoh!boz!joufsftu!jo!Qspkfdu-!uif!Djuz-!boe!uif!
Qvcmjd/!Ju!jt!uif!joufou!pg!uif!Qbsujft!uibu!uijt!Bhsffnfou!cf!sfdpsefe!boe!cf!cjoejoh!vqpo!
bmm!qfstpot!qvsdibtjoh!ps!puifsxjtf!bdrvjsjoh!bmm!ps!boz!mpu-!voju!ps!puifs!qpsujpo!pg!Qspkfdu-
xip!tibmm!cf!effnfe!up!ibwf!dpotfoufe!up!boe!cfdpnf!cpvoe!cz!bmm!uif!qspwjtjpot!pg!uijt!
Bhsffnfou/!!Uijt!Bhsffnfou!tibmm!dpnnfodf!vqpo!fyfdvujpo!pg!uijt!Bhsffnfou!cz!bmm!
Qbsujft!obnfe!jo!uif!Bhsffnfou/
9/33 Independent Contractors/!!Uif!Pxofs)t*-boz!dpousbdupst-!tvcdpousbdupst-!boe!boz!puifs!
joejwjevbmt!fnqmpzfe!cz!uif!Pxofs)t*tibmm!cf!joefqfoefou!dpousbdupst!boe!opu!bhfout!pg!
uif!Djuz/!Boz!qspwjtjpot!pg!uijt!Bhsffnfou!uibu!nbz!bqqfbs!up!hjwf!uif!Djuz!boz!sjhiu!up!
ejsfdu!uif!Pxofs)t*dpodfsojoh!uif!efubjmt!pg!qfsgpsnjoh!uif!Tfswjdft!voefs!uijt!
Bhsffnfou-!ps!up!fyfsdjtf!boz!dpouspm!pwfs!tvdi!qfsgpsnbodf-!tibmm!nfbo!pomz!uibu!uif!
Pxofs)t*tibmm!gpmmpx!uif!ejsfdujpo!pg!uif!Djuz!dpodfsojoh!uiffoe!sftvmut!pg!uif!
qfsgpsnbodf/
Rev April 2016
Qbhf!22pg!24
9/34 No Waiver/!!Op!gbjmvsf!pg!fjuifs!uif!Djuz!ps!Pxofs)t*up!jotjtu!vqpo!uif!tusjdu!qfsgpsnbodf!
cz!uif!puifs!pg!boz!dpwfobou-!ufsn!ps!dpoejujpo!pg!uijt!Bhsffnfou-!ops!boz!gbjmvsf!up!
fyfsdjtf!boz!sjhiu!ps!sfnfez!dpotfrvfouvqpo!b!csfbdi!pg!boz!dpwfobou-!ufsn-!ps!dpoejujpo!
pg!uijt!Bhsffnfou-!tibmm!dpotujuvuf!b!xbjwfs!pg!boz!tvdi!csfbdi!pg!tvdi!dpwfobou-!ufsn!ps!
dpoejujpo/!Op!xbjwfs!pg!boz!csfbdi!tibmm!bggfdu!ps!bmufs!uijt!Bhsffnfou-!boe!fbdi!boe!fwfsz!
dpwfobou-!dpoejujpo-!boe!ufsn!ifsfpg!tibmm!dpoujovf!jo!gvmm!gpsdf!boe!fggfdu!up!boz!fyjtujoh!
ps!tvctfrvfou!csfbdi/
9/35 Notices/!!Pxofs)t*bhsfft)bhsff*uibu!ju!tibmm-!qsjps!up!usbotgfssjoh!pxofstijq!pg!boz!mboe!
po!xijdi!boz!qbsu!pg!uif!Qspkfdudpwfsfe!cz!uijt!Bhsffnfou!bsf!mpdbufe-!boe!bmtp!qsjps!up!
usbotgfssjoh!pxofstijq!pg!boz!tvdi!TXNGt-!qspwjef!dmfbs!xsjuufo!opujdf!pg!uif!bcpwf!
nbjoufobodf!pcmjhbujpot!bttpdjbufe!xjui!uibu!TXNG!up!uif!usbotgfsff/!!Pxofs)t*gvsuifs!
bhsfft)bhsff*up!qspwjef!fwjefodf!uibu!Pxofs)t*ibt)ibwf*sfrvftufe!uif!Dbmjgpsojb!
Efqbsunfou!pg!Sfbm!Ftubuf!up!jodmvef!jo!uif!qvcmjd!sfqpsu!jttvfe!gps!uif!efwfmpqnfou!pg!
Qspkfdu-!b!opujgjdbujpo!sfhbsejoh!uif!TXNG!nbjoufobodf!sfrvjsfnfout!eftdsjcfe!jo!uijt!
Bhsffnfou/
9/35/2Tfswjoh!Opujdf/!!Bmm!opujdft-!efnboet!ps!sfrvftut!qspwjefe!gps!ps!qfsnjuufe!up!cf!
hjwfo!qvstvbou!up!uijt!Bhsffnfou!nvtu!cf!jo!xsjujoh/!!Bmm!opujdft-!efnboet!boe!
sfrvftut!up!cf!tfou!up!boz!Qbsuz!tibmm!cf!effnfe!up!ibwf!cffo!qspqfsmz!hjwfo!ps!
tfswfe!jg!qfstpobmmz!tfswfe!ps!efqptjufe!jo!uif!Vojufe!Tubuft!nbjm-!beesfttfe!up!tvdi!
qbsuz-!qptubhf!qsfqbje-!sfhjtufsfe!ps!dfsujgjfe-!xjui!sfuvso!sfdfjqu!sfrvftufe
9/36 Entitlement to Subsequent Notices/!!Op!opujdf!up!ps!efnboe!po!uif!Qbsujft!gps!opujdf!pg!
bo!fwfou!opu!ifsfjo!mfhbmmz!sfrvjsfe!up!cf!hjwfo!tibmm!jo!jutfmg!dsfbuf!uif!sjhiu!jo!uif!Qbsujft!
up!boz!puifs!ps!gvsuifs!opujdf!ps!efnboe!jo!uif!tbnf-!tjnjmbs!ps!puifs!djsdvntubodft/
9/37 Remedies/!!Uif!sjhiut!pg!uif!Qbsujft!voefs!uijt!Bhsffnfou!bsf!dvnvmbujwf!boe!opu!
fydmvtjwf!pg!boz!sjhiut!ps!sfnfejft!uibu!uif!Qbsujft!njhiu!puifsxjtf!ibwf!vomftt!uijt!
Bhsffnfou!qspwjeft!up!uif!dpousbsz/
9/38 Counterparts/!!Uijt!Bhsffnfou!nbz!cf!fyfdvufe!jo!npsf!uibo!pof!dpvoufsqbsu-!fbdi!pg!
xijdi!tibmm!cf!effnfe!up!cf!bo!psjhjobm!cvu!bmm!pg!xijdi-!xifo!ublfo!uphfuifs!tibmm
dpotujuvuf!cvu!pof!jotusvnfou/
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EXHIBIT "B"
LEGAL DESCRIPTION
,
EXHIBIT "C"
BMP and HMP type, location and dimensions (see attachment 4)
EXHIBIT "D"
Maintenance recommendations and frequency. Inspection, Op-
eration, and Maintenance Plan (IOMP)
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Maintenance Program for Inlet Stenciling
Inspection Frequency/Indications:Regular Maintenance Inspections
q Before wet season begins (September);
q After wet season (April).
Maintenance IndicationsMaintenance Activities
q Inlet stenciling/signage begins to weather or q Re-stamp signage
fade
q Broken or damaged structure q Repair or replace signage structure
Maintenance Program for Modular Wetland Biofiltration Units
Inspection Frequency/Indications:Regular Maintenance Inspections
q Monthly during wet season
q Annually before wet season (September)
Performance Inspection
q 72 hrs after rainfall events greater than 0.5 in.
Maintenance IndicationsMaintenance Activities
q Excessive trash, debris, or sediment in unit.q Remove trash and debris within 15 days. Empty
(i.e., sump is 85 percent full or sump isunit when the unit is 85 percent full or
50 percent full during two consecutive monthly50 percent full during two consecutive monthly
inspections)inspections, or annually in May.
q Presence of trash and debris in weir box.q Remove trash and debris while onsite
conducting inspection
q When standing water in sump is observed q If standing water cannot be removed or remains
during annual and performance inspection.through the wet season, notify vector control.
q Minor structural damage (i.e., screen becomes q Clean screen, re-fasten screen if appropriate.
clogged, damaged or loose)
q Cracked or fatigued neoprene vector seals q Replace damaged seal
q Major damage to structures (i.e., holes in q Immediately consult with engineer and
screen, large debris, damage to housing or weirmanufacturer>s representative to develop a
box)course of action and effect repairs prior to the
wet season.
Waste DisposalSediment, other pollutants, and all other waste shall
be properly disposed of in a licensed landfill or by
another appropriate disposal method in accordance
with local, state, and federal regulations.
Maintenance Guidelines for
Modular Wetland System - Linear
Maintenance Summary
o
o
o
o
o
System Diagram
www.modularwetlands.com
Maintenance Procedures
Screening Device
1. Remove grate or manhole cover to gain access to the screening device in the Pre-
Treatment Chamber. Vault type units do not have screening device. Maintenance
can be performed without entry.
2. Remove all pollutants collected by the screening device. Removal can be done
manually or with the use of a vacuum truck. The hose of the vacuum truck will not
damage the screening device.
3. Screening device can easily be removed from the Pre-Treatment Chamber to gain
access to separation chamber and media filters below. Replace grate or manhole
cover when completed.
Separation Chamber
1. Perform maintenance procedures of screening device listed above before
maintaining the separation chamber.
2. With a pressure washer spray down pollutants accumulated on walls and cartridge
filters.
3. Vacuum out Separation Chamber and remove all accumulated pollutants. Replace
screening device, grate or manhole cover when completed.
Cartridge Filters
1. Perform maintenance procedures on screening device and separation chamber
before maintaining cartridge filters.
2. Enter separation chamber.
3. Unscrew the two bolts holding the lid on each cartridge filter and remove lid.
4. Remove each of 4 to 8 media cages holding the media in place.
5. Spray down the cartridge filter to remove any accumulated pollutants.
6. Vacuum out old media and accumulated pollutants.
7. Reinstall media cages and fill with new media from manufacturer or outside
supplier. Manufacturer will provide specification of media and sources to purchase.
8. Replace the lid and tighten down bolts. Replace screening device, grate or
manhole cover when completed.
Drain Down Filter
1. Remove hatch or manhole cover over discharge chamber and enter chamber.
2. Unlock and lift drain down filter housing and remove old media block. Replace with
new media block. Lower drain down filter housing and lock into place.
3. Exit chamber and replace hatch or manhole cover.
www.modularwetlands.com
Maintenance Notes
1. Following maintenance and/or inspection, it is recommended the maintenance
operator prepare a maintenance/inspection record. The record should include any
maintenance activities performed, amount and description of debris collected, and
condition of the system and its various filter mechanisms.
2. The owner should keep maintenance/inspection record(s) for a minimum of five
years from the date of maintenance. These records should be made available to
the governing municipality for inspection upon request at any time.
3. Transport all debris, trash, organics and sediments to approved facility for disposal
in accordance with local and state requirements.
4. Entry into chambers may require confined space training based on state and local
regulations.
5. No fertilizer shall be used in the Biofiltration Chamber.
6. Irrigation should be provided as recommended by manufacturer and/or landscape
architect. Amount of irrigation required is dependent on plant species. Some plants
may require irrigation.
www.modularwetlands.com
Maintenance Procedure Illustration
Screening Device
The screening device is located directly
under the manhole or grate over the
Pre-Treatment Chamber. It’s mounted
directly underneath for easy access
and cleaning. Device can be cleaned by
hand or with a vacuum truck.
Separation Chamber
The separation chamber is located
directly beneath the screening device.
It can be quickly cleaned using a
vacuum truck or by hand. A pressure
washer is useful to assist in the
cleaning process.
www.modularwetlands.com
Cartridge Filters
The cartridge filters are located in the
Pre-Treatment chamber connected to
the wall adjacent to the biofiltration
chamber. The cartridges have
removable tops to access the
individual media filters. Once the
cartridge is open media can be
easily removed and replaced by hand
or a vacuum truck.
Drain Down Filter
The drain down filter is located in the
Discharge Chamber. The drain filter
unlocks from the wall mount and hinges
up. Remove filter block and replace with
new block.
www.modularwetlands.com
Trim Vegetation
Vegetation should be maintained in the
same manner as surrounding vegetation
and trimmed as needed. No fertilizer shall
be used on the plants. Irrigation
per the recommendation of the
manufacturer and or landscape
architect. Different types of vegetation
requires different amounts of
irrigation.
www.modularwetlands.com
Inspection Form
Modular Wetland System, Inc.
P. 760.433-7640
F. 760-433-3176
E.Info@modularwetlands.com
www.modularwetlands.com
Inspection Report
Modular Wetlands System
Project NameFor Office Use Only
Project Address
(city)(Zip Code)(Reviewed By)
Owner / Management Company
(Date)
Office personnel to complete section to
_
the left.
ContactPhone( )
Inspector Name Date //TimeAM / PM
Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes
Weather Condition Additional Notes
Inspection Checklist
Modular Wetland System Type (Curb, Grate or UG Vault):
Size (22', 14' or etc.):
Structural Integrity:NoComments
Yes
Damage to pre-treatment access cover (manhole cover/grate) or cannot be opened using normal lifting
pressure?
Damage to discharge chamber access cover (manhole cover/grate) or cannot be opened using normal lifting
pressure?
Does the MWS unit show signs of structural deterioration (cracks in the wall, damage to frame)?
Is the inlet/outlet pipe or drain down pipe damaged or otherwise not functioning properly?
Working Condition:
Is there evidence of illicit discharge or excessive oil, grease, or other automobile fluids entering and clogging the
unit?
Is there standing water in inappropriate areas after a dry period?
Is the filter insert (if applicable) at capacity and/or is there an accumulation of debris/trash on the shelf system?
Depth:
Does the depth of sediment/trash/debris suggest a blockage of the inflow pipe, bypass or cartridge filter? If yes,
specify which one in the comments section. Note depth of accumulation in in pre-treatment chamber.
Chamber:
Does the cartridge filter media need replacement in pre-treatment chamber and/or discharge chamber?
Any signs of improper functioning in the discharge chamber? Note issues in comments section.
Other Inspection Items:
Is there an accumulation of sediment/trash/debris in the wetland media (if applicable)?
Is it evident that the plants are alive and healthy (if applicable)? Please note Plant Information below.
Is there a septic or foul odor coming from inside the system?
Waste:Recommended MaintenancePlant Information
YesNo
Sediment / Silt / ClayNo Cleaning Needed
Damage to Plants
Trash / Bags / BottlesSchedule Maintenance as Planned
Plant Replacement
Green Waste / Leaves / FoliageNeeds Immediate Maintenance
Plant Trimming
Additional Notes:
2972 San Luis Rey Road, Oceanside, CA 92058 P (760) 433-7640 F (760) 433-3176
Maintenance Report
Modular Wetland System, Inc.
P. 760.433-7640
F. 760-433-3176
E.Info@modularwetlands.com
www.modularwetlands.com
Cleaning and Maintenance Report
Modular Wetlands System
Project Name For Office Use Only
Project Address
(city)(Zip Code)(Reviewed By)
Owner / Management Company
(Date)
Office personnel to complete section to
_
the left.
Contact Phone( )
Inspector Name Date //TimeAM / PM
Type of Inspection Routine Follow Up Complaint Storm Storm Event in Last 72-hours? No Yes
Weather Condition Additional Notes
Condition of Media Operational Per
GPS Coordinates Manufacturer / Trash Foliage Sediment Total Debris 25/50/75/100Manufactures'
Site
of InsertDescription / SizingAccumulationAccumulationAccumulationAccumulation(will be changedSpecifications
Map #
@ 75%)(If not, why?)
MWS
Lat:
Catch Basins
Long:
MWS
Sedimentation
Basin
Media Filter
Condition
Plant Condition
Drain Down Media
Condition
Discharge Chamber
Condition
Drain Down Pipe
Condition
Inlet and Outlet
Pipe Condition
Comments:
2972 San Luis Rey Road, Oceanside, CA 92058 P. 760.433.7640 F. 760.433.3176
Sunbow II, Phase 3
Sunbow II, Phase 3
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CVT # 20-0002
PHASE 3
SUNBOW II
City Of Chula Vista, California
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PHASE 3
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CVT # 20-0002
916 PHASE 3
SUNBOW II
City Of Chula Vista, California
BOUNDARY, EASEMENTS & ENCUMBRANCES
PREPARED BY:
SUNBOW II, PHASE 3
Drainage Study for
Sunbow II, Phase 3
TABLE OF CONTENTS
SECTION
Chapter 1 - Executive Summary I
1.1 Introduction
1.2 Summary of Existing Conditions
1.3 Summary of Developed Condition
1.4 Summary of Results
1.5 References
Chapter 2 – Methodology & Model DevelopmentII
2.1 County of San Diego Drainage Design Criteria
2.2 Design Rainfall Determination
- 100-Year, 6-Hour Rainfall Isopluvial Map
- 100-Year, 24-Hour Rainfall Isopluvial Map
- 50-Year, 6-Hour Rainfall Isopluvial Map
- 50-Year, 24-Hour Rainfall Isopluvial Map
2.3 Runoff Coefficient Determination
2.4 Rainfall Intensity Determination
- Maximum Overland Flow Length & Initial Time
of Concentration Table
- Urban Watershed Overland Time of Flow Nomograph
- Gutter & Roadway Discharge-Velocity Chart
- Manning’s Equation Nomograph
- Intensity-Duration Design Chart
2.5 Rational Method Model Development Summary
Chapter 3 – Existing and Proposed Condition Hydrologic AnalysisIII
Chapter 4 – Hydrologic Soil GroupIV
Chapter 5 – Detention AnalysisV
Chapter 6 – Hydrology MapsVI
Appendix A – References
Drainage Study for
Sunbow II, Phase 3
CHAPTER 1 - EXECUTIVE SUMMARY
1.1 - Introduction
The Sunbow Planning Area is located in the City of Chula Vista, California, in south
of the Olympic Pkwy, north of the Otay Landfill (see the Vicinity Map below).
Sunbow II, Phase 3 Sectional Planning Area (SPA) Plan Amendment encompasses
1
approximately 135.7 acres (Project Area) that includes a 67.5 development area
comprised of 44.2 acres of residential, a 0.9-acre Community Purpose Facility (CPF)
site, 5.9 acres of public streets and 16.5 manufactured slopes/basins. Approximately
4.3 acres of conserved Poggi Creek Easement areas, a 0.3 acre of conserved
2
wetland resource area and 63.6 acres of adjacent MSCP Preserve area are also
within the Project Area.
The total drainage area of the project is approximately 117.3 acres. In between with
the north side of the site and the south curb of the Olympic Pkwy, the Poggi Canyon
creek is running parallel to the road from northwest to southwest. The south
boundary of the site is delineated by the natural ridges along landfill boarder.
The project will consist of 718 units of multi-story townhomes as well as associated
public and private roads, and parking spaces. The storm drain and storm water
quality control facilities are proposed to meet the city requirements. This study will
be focusing on quantifying the runoff for the 100-year storm event and analyzing the
capacity of the storm drain and detention basin to minimize the impact of the
proposed development.
Treatment of storm water runoff from the site has been addressed in a separate
report – ‘The Priority Development Project Storm Water Quality Management Plan
(SWQMP) for Sunbow Planning Area’ dated June 23, 2020 prepared by Hunsaker &
Associates San Diego Inc.
Per City’s drainage criteria, the onsite hydrology calculation will be based on 100-
year storm event.
1th
Acreages are rounded to the nearest 1/10 acre and may vary slightly from calculated total.
2
The Proposed MSCP area includes approximately 1.31 acres of “Mapping Correction Area” and
approximately 1.12 acres of MSCP Allowable Use (Basin – Future Facility).
Drainage Study for
Sunbow II, Phase 3
Per County of San Diego drainage criteria, the Modified Rational Method should be
used to determine peak design flowrates when the contributing drainage area is less
than 1.0 square mile. Since the total watershed area discharging from the site is
less than 1.0 square mile, the AES-2015 computer software was used to model the
runoff response per the Modified Rational Method. Methodology used for the
computation of design rainfall events, runoff coefficients, and rainfall intensity values
are consistent with criteria set forth in the “County of San Diego 2003 Hydrology
Manual.” A more detailed explanation of methodology used for this analysis is listed
in Chapter 2 of this report.
Detailed calculations such as storm drain hydraulics, inlet calculations, and street
capacity calculations will be addressed during final engineering.
The 50-yr and 100-yr depth provided in Chapter 2 are for P6.
1.2 – Summary of Existing Conditions
The 117.3-acre hydrologic catchment primarily consist of natural grades and hills all
covered by native vegetations and shrubs. The site is accessible from Olympic Pkwy
through two separate bridges crossing Poggi Canyon creek in north side. The Poggi
Canyon creek flows from northeast to southwest and accepts large amount of storm
runoff from surrounding area. It is also the downstream of the onsite runoff from both
our existing and proposed condition. The local high points are in southern boundary
of the site adjacent to the Otay landfill and make the overall on site flow pattern
simply south to north.
A small portion of the site in southwest corner was occupied by a water tank which is
serving the nearby residential areas.
Drainage Study for
Sunbow II, Phase 3
Based on the site topo, the existing condition catchment was divided into 7 sub-
catchments. All onsite runoff from sub-catchment under design event will flow from
south to north into Poggi Canyon creek and eventually confluence at the northwest
corner of our catchment (hydrologic node 126).
1.3 – Summary of Developed Condition
The Proposed Project’s residential land use includes four unique multi-family
attached residential product types with 15 unique floor plans, ranging in square
footage from approximately 1,100 to 2,050 square feet in two- and three-story units.
Each home includes a two-car garage and two to four bedrooms.
The Proposed Project includes a Chula Vista General Plan Amendment, Sunbow
General Development Plan Amendment, Sunbow II SPA Plan Amendment, a
rezone, and a Tentative Map. The Proposed Project also includes a Chula Vista
MSCP Boundary Adjustment to implement minor adjustments to the development
limits and the adjacent MSCP Preserve areas that would result in a 0.09-acre
increase to MSCP Preserve Area and an MSCP Minor Amendment to address off-
site grading adjacent to the southwestern boundary of the development area.
The development of the site will include adding the storm drains, curb inlets,
cleanouts along the proposed onsite private roads and parking spaces to collect and
convey the storm runoff to the two proposed detention and water quality control
basins located at northeast and northwest part of the development area.
The project also proposed bypassing storm drains running from south into Poggi
Canyon creek in north to collect and bypass the offsite flow primarily from south and
east side of the catchment.
After the majority of the onsite runoff is treated and detained by the biofiltration
basin, the outflow will confluence with the bypass storm drain and discharge into the
Poggi Canyon creek. For small amount of runoff generated from the north portion of
proposed public roads which will be connecting with Olympic Pkwy, only the water
quality control measurements are proposed, i.e., multiple Modular Wetland
structures will be installed to control the water quality. The outflow from Modular
Wetlands then discharges into Poggi Canyon creek without detention.
A calculation node 126 (similar as the one in existing condition hydrology) has been
assigned at the ultimate downstream point of our development area. The hydrology
results from existing and proposed conditions at this point will be compared to
ensure no impact exists after implementing attenuation measurements.
Pollution Control and Hydromodification Flow Control of the overall site will be
addressed in the separate report ‘The Priority Development Project Storm Water
Quality Management Plan (SWQMP) for Sunbow Planning Area’ dated June 15,
2020 prepared by Hunsaker & Associates San Diego Inc.
Drainage Study for
Sunbow II, Phase 3
1.4 – Results and Recommendations
Table 1 below summarizes the existing and proposed peak flows from the site. The
developed peak flows consider the flow attenuation from the proposed detention
basin. Per the San Diego County rainfall isolpluvial maps, the design rainfall depth
for the 50-year flow event at the project site area is 2.10-inches, 100-year flow event
at the project site area is 2.40-inches.
Table 1 - Summary of 100 Year Peak Flows
Flow
Existing ConditionDeveloped Condition
Reduction
between
AREAQ100PRAREAQ100 (cfs)Q100 (cfs)EX and
POC EX NODE(acres)(cfs)NODE(acres)UnattenuatedAttenuated**PR(ATT)
1126117.3126 117.5*165.6260.81
90.81-
Total-117.390.81-117.5*165.6260.8160.81=30
* The 0.2 acres of increase is due to the rounding error. Offsite letter of permission to grade to be provided during final
engineering.
** Design flows used for storm drain design.
Since the proposed development will increase runoff generated by the project site,
the project will utilize onsite detention facilities to mitigate for the increase in peak
flow. As a result, the mitigated Q100 of proposed condition demonstrates 25.07 cfs
flow rate reduction compare to that of the existing condition. Runoff generated by the
project will not exceed pre-project peak flow rates, and runoff velocities will be
dissipated by rock riprap at storm drain outfalls. Riprap design (per SDRSD D-40)
will be provided with hydraulics during final engineering stage.
The project has been designed to honor pre-project watershed basins and outfall
locations. Considering the limitations which result from Subdivision layout and
design, minor exchanges in watershed areas occur but are minimized to the
maximum extent practicable.
Since the project site is located outside any FEMA floodplain zones
(#06073C2157G), there is no requirement for a Letter of Map Revision.
For the HEC-HMS detention calculation for flows through the basin, refer to the
calculations in Chapter 5.
The above results show there is no adverse impact from the proposed development
after the attenuation because there is reduction in flows.
Drainage Study for
Sunbow II, Phase 3
Peak flow rates listed above were generated based on the criteria set forth in the
"3114!Tbo!Ejfhp!Dpvouz!Izespmphz!Nbovbm" (methodology presented in Chapter 2
of this report). The Modified Rational Method output is located in Chapter 3.
1.5 - References
Tbo!Ejfhp!Dpvouz!Izespmphz!Nbovbm; Department of Public Works – Flood Control
Division; County of San Diego, California; Revised June 2003.
“Uif!Qsjpsjuz!Efwfmpqnfou!Qspkfdu!Tupsn!Xbufs!Rvbmjuz!Nbobhfnfou!Qmbo
)TXRNQ*!gps!Tvocpx!JJ-!Qibtf!4” dated June, 2020 prepared by Hunsaker &
Associates San Diego Inc.
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.1 – County of San Diego Drainage Design
Criteria
R:\\1561\\Hyd\\DR\\REPORT\\1561 Sunbow.doc
w.o.2167-0161
TboEjfhpDpvouzIzespmphzNbovbmTfdujpo;3
Ebuf;Kvof3114Qbhf;4pg5
2.3SELECTIONOFHYDROLOGICMETHODANDDESIGNCRITERIA
EftjhoGsfrvfodz.Uifgmppegsfrvfodzgpsefufsnjojohuifeftjhotupsnejtdibshfjt
61zfbstgpsesbjobhfuibujtvqtusfbnpgboznbkpsspbexbzboe211zfbstgsfrvfodzgps
bmmeftjhotupsntbubnbkpsspbexbz-dspttjohuifnbkpsspbexbzboeuifsfbgufs/Uif
61.zfbstupsngmpxttibmmcfdpoubjofexjuijouifqjqfboeopufodspbdijoupuifusbwfm
mbof/Gpsuif211.zfbstupsnuijtjodmveftbmmpxjohpofmbofpgbgpvs.mbofspbe)gpvsps
npsfmboft*upcfvtfegpsdpowfzbodfxjuipvufodspbdijohpoupqsjwbufqspqfsuzpvutjef
uifefejdbufetusffusjhiu.pg.xbz/Obuvsbmdiboofmtuibusfnbjoobuvsbmxjuijoqsjwbuf
qspqfsuzbsffydmvefegspnuifsjhiu.pg.xbzhvjefmjof/
EftjhoNfuipe.Uifdipjdfpgnfuipeupefufsnjofgmpxt)ejtdibshf*tibmmcfcbtfepo
uiftj{fpguifxbufstifebsfb/Gpsbobsfb1upbqqspyjnbufmzmtrvbsfnjmfuifSbujpobm
NfuipepsuifNpejgjfeSbujpobmNfuipetibmmcfvtfe/Gpsxbufstifebsfbtmbshfsuibo
mtrvbsfnjmfuifOSDTizespmphjdnfuipetibmmcfvtfe/Qmfbtfdifdlxjuiuif
hpwfsojohbhfodzgpsbozwbsjbujpotupuiftfhvjefmjoft/
2-3
TboEjfhpDpvouzIzespmphzNbovbmTfdujpo;4
Ebuf;Kvof3114Qbhf;2pgm37
SECTION3
RATIONALMETHODANDMODIFIEDRATIONALMETHOD
3.1THERATIONALMETHOD
UifSbujpobmNfuipe)SN*jtbnbuifnbujdbmgpsnvmbvtfeupefufsnjofuifnbyjnvn
svopggsbufgspnbhjwfosbjogbmm/Juibtqbsujdvmbsbqqmjdbujpojovscbotupsnesbjobhf-xifsf
jujtvtfeupftujnbufqfblsvopggsbuftgspntnbmmvscboboesvsbmxbufstifetgpsuifeftjho
pgtupsnesbjotboetnbmmesbjobhftusvduvsft/UifSNjtsfdpnnfoefegpsbobmz{johuif
svopggsftqpotfgspnesbjobhfbsfbtvqupbqqspyjnbufmzmtrvbsfnjmfjotj{f/Jutipvmeopu
cfvtfejojotubodftxifsfuifsfjtbkvodujpopgjoefqfoefouesbjobhftztufntpsgps
esbjobhfbsfbthsfbufsuibobqqspyjnbufmzmtrvbsfnjmfjotj{f/Jouiftfjotubodft-uif
NpejgjfeSbujpobmNfuipe)NSN*tipvmecfvtfegpskvodujpotpgjoefqfoefouesbjobhf
tztufntjoxbufstifetvqupbqqspyjnbufmzmtrvbsfnjmfjotj{f)tffTfdujpo4/5*-psuif
OSDTIzespmphjdNfuipetipvmecfvtfegpsxbufstifethsfbufsuibobqqspyjnbufmzm
trvbsfnjmfjotj{f)tffTfdujpo5*/
UifSNdbocfbqqmjfevtjohbozeftjhotupsngsfrvfodz(e.g.,211.zfbs-61.zfbs-21.zfbs-
fud/*/Uifmpdbmbhfodzefufsnjoftuifeftjhotupsngsfrvfodzuibunvtucfvtfecbtfepo
uifuzqfpgqspkfduboetqfdjgjdmpdbmsfrvjsfnfout/Bejtdvttjpopgeftjhotupsngsfrvfodz
jtqspwjefejoTfdujpo3/4pguijtnbovbm/Bqspdfevsfibtcffoefwfmpqfeuibudpowfsutuif
7.ipvsboe35.ipvsqsfdjqjubujpojtpqmvwjbmnbqebubupboJoufotjuz.Evsbujpodvswfuibudbo
cfvtfegpsuifsbjogbmmjoufotjuzjouifSNgpsnvmbbttipxojoGjhvsf4.2/UifSNjt
bqqmjdbcmfupb7.ipvstupsnevsbujpocfdbvtfuifqspdfevsfvtftJoufotjuz.EvsbujpoEftjho
Dibsutuibubsfcbtfepob7.ipvstupsnevsbujpo/
3.1.1RationalMethodFormula
UifSNgpsnvmbftujnbuftuifqfblsbufpgsvopggbubozmpdbujpojobxbufstifebtbgvodujpo
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upuifujnfpgdpodfousbujpo)UD*-xijdijtuifujnfsfrvjsfegpsxbufsup
3-1
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.2 – Design Rainfall Determination
100-Year, 6-Hour Rainfall Isopluvial Map
R:\\1561\\Hyd\\DR\\REPORT\\1561 Sunbow.doc
w.o.2167-0161
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.2 – Design Rainfall Determination
100-Year, 24-Hour Rainfall Isopluvial Map
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.2 – Design Rainfall Determination
50-Year, 6-Hour Rainfall Isopluvial Map
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.2 – Design Rainfall Determination
50-Year, 24-Hour Rainfall Isopluvial Map
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.3 – Rainfall Coefficient Determination
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.4 – Rainfall Intensity Determination
Maximum Overland Flow Length & Initial Time
of Concentration Table
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.4 – Rainfall Intensity Determination
Urban Watershed Overland Time of Flow
Nomograph
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.4 – Rainfall Intensity Determination
Gutter & Roadway Discharge-Velocity Chart
1.5’
n = .015
n = .0175
2%
2%
Concrete
d
e
v
a
P
Depth
RESIDENTIAL STREET
Gutter
0.13
ONE SIDE ONLY
20
18
16
14
12
10
9
8
7
6
5
4
e
p
o
l
3
S
t
e
e
r
t
S
f
o
2
%
1.8
1.6
1.4
1.2
1.0
0.9
0.8
0.7
0.6
0.5
0.4
1234567891020304050
Discharge (C.F.S.)
EXAMPLE:
Given: Q = 10 S = 2.5%
Chart gives: Depth = 0.4, Velocity = 4.4 f.p.s.
SOURCE: San Diego County Department of Special District Services Design Manual
F I G U R E
Gutter and Roadway Discharge - Velocity Chart
3-6
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.4 – Rainfall Intensity Determination
Manning’s Equation Nomograph
21
//
32
1.49
EQUATION: V = ____ Rs
n
0.3
0.2
50
40
0.2
0.3
0.15
30
0.01
0.4
0.10
0.09
0.08
0.5
20
0.07
0.06
0.6
0.05
0.7
0.04
0.8
0.02
2
0.9
0
.
0.03
0
=
n
1.0
10
9
V
R
0.02
-
n
-
8
0.03
-
t
d
s
-
et
n
t
en
o
f
7
o
ce
i
o
ne
c
i
f
i
s
f
r
f
r
S
6
e
e
e
0.04
U
p
o
I
p
t
tC
0.01
D
e
2
e
A
e
5
S
0.009
fe
E
L f
R
S
P
0.05
n
M
0.008
i
n
E
A
i
C
X
I
E
N
E
0.007
L
Y
4
H
P
T
U
I
0.006
0.06
G
O
A
C
L
U
R
3
SO
0.005
O
D
L
0.07
R
Y
E
3
3
H
0.004
0
V
0
.
0
0.08
=
s
4
0.09
0.003
0.10
0.002
5
2
6
7
8
9
0.001
0.0009
10
0.2
1.0
0.0008
0.0007
0.9
0.0006
0.8
0.0005
0.7
0.3
0.0004
0.6
0.0003
20
0.5
0.4
GENERAL SOLUTION
SOURCE: USDOT, FHWA, HDS-3 (1961)
F I G U R E
Manning’s Equation Nomograph
3-7
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.4 – Rainfall Intensity Determination
Intensity-Duration Design Chart
Drainage Study for
Sunbow II, Phase 3
CHAPTER 2
METHODOLOGY & MODEL DEVELOPMENT
2.5 - Rational Method Model Development
Summary
Drainage Study for
Sunbow II, Phase 3
Rational Method Hydrologic Analysis
Computer Software Package – AES-2015
Design Storm - 50-Year Return Interval for Storm Drain Hydraulics
100 - Year Return Interval for Inlet Sizing (Sump) and Detention
Land Use – High Density Residential (HDR) in Developed Areas
Soil Type – From the soil map, both group C and D are discovered from the site,
however, to be conservative, Hydrologic soil group D was assumed for all areas.
Group D soils have very slow infiltration rates when thoroughly wetted. Consisting
chiefly of clay soils with a high swelling potential, soils with a high permanent water
table, soils with clay pan or clay layer at or near the surface, and shallow soils over
nearly impervious materials, Group D soils have a very slow rate of water
transmission.
Runoff Coefficient – According to Development Density Map, the overall
development density rated from 10DU/AC to 19.2 DU/AC, as a result, a set of runoff
Cs then are determined based on County Hydrology Manual Table 3-1:
Onsite graded pervious slopes: 0.35
14.7 DU/A – 19.2DU/A: 0.71
9.9 DU/A: 0.6
Roads: 0.87
Method of Analysis – The Rational Method is the most widely used hydrologic model
for estimating peak runoff rates. Applied to small urban and semi-urban areas with
drainage areas less than 1.0 square mile, the Rational Method relates storm rainfall
intensity, a runoff coefficient, and drainage area to peak runoff rate. This
relationship is expressed by the equation:
Q = CIA, where:
Q = The peak runoff rate in cubic feet per second at the point of analysis.
C = A runoff coefficient representing the area - averaged ratio of runoff to rainfall
intensity.
I = The time-averaged rainfall intensity in inches per hour corresponding to the
time of concentration.
A = The drainage basin area in acres.
To perform a node-link study, the total watershed area is divided into subareas
which discharge at designated nodes.
The procedure for the subarea summation model is as follows:
(1) Subdivide the watershed into an initial subarea (generally 1 lot) and
subsequent subareas, which are generally less than 10 acres in size. Assign
upstream and downstream node numbers to each subarea.
Drainage Study for
Sunbow II, Phase 3
(2) Estimate an initial T by using the appropriate nomograph or overland flow
c
velocity estimation.
(3) Using the initial T, determine the corresponding values of I. Then Q = C I A.
c
(4) Using Q, estimate the travel time between this node and the next by
Manning’s equation as applied to the particular channel or conduit linking the
two nodes. Then, repeat the calculation for Q based on the revised intensity
(which is a function of the revised time of concentration)
The nodes are joined together by links, which may be street gutter flows, drainage
swales, drainage ditches, pipe flow, or various channel flows. The AES-2010
computer subarea menu is as follows:
SUBAREA HYDROLOGIC PROCESS
1.Confluence analysis at node.
2.Initial subarea analysis (including time of concentration calculation).
3.Pipeflow travel time (computer estimated).
4.Pipeflow travel time (user specified).
5.Trapezoidal channel travel time.
6.Street flow analysis through subarea.
7.User - specified information at node.
8.Addition of subarea runoff to main line.
9.V-gutter flow through area.
10. Copy main stream data to memory bank
11. Confluence main stream data with a memory bank
12. Clear a memory bank
At the confluence point of two or more basins, the following procedure is used to
combine peak flow rates to account for differences in the basin’s times of
concentration. This adjustment is based on the assumption that each basin’s
hydrographs are triangular in shape.
(1). If the collection streams have the same times of concentration,
then the Q values are directly summed,
Q = Q + Q; T = T = T
pabpab
(2). If the collection streams have different times of concentration,
the smaller of the tributary Q values may be adjusted as follows:
Drainage Study for
Sunbow II, Phase 3
The most frequent case is where the collection stream
(i).
with the longer time of concentration has the larger Q.
The smaller Q value is adjusted by the ratio of rainfall
intensities.
Q = Q + Q (I/I); T = T
pababpa
(ii). In some cases, the collection stream with the shorter time
of concentration has the larger Q. Then the smaller Q is
adjusted by a ratio of the T values.
Q = Q+Q (T/T); T = T
pbabapb
Drainage Study for
Sunbow II, Phase 3
CHAPTER 3
EXISTING AND PROPOSED CONDITION
RATIONAL METHOD HYDROLOGIC ANALYSIS
Drainage Study for
Sunbow II, Phase 3
EXISTING CONDITION
Page 2
100EX.OUT
| | +--------------------------------------------------------------------------+ ********************************************
******************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL
METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 116.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION
DIFFERENCE(FEET) = 14.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH
= 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
5.466 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.38 ****************************************************************************
FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL
FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET)
= 274.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2118.00 CHANNEL SLOPE = 0.0878 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS)
= 0.38 FLOW VELOCITY(FEET/SEC) = 4.45 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.94 Tc(MIN.) = 14.21 LONGEST FLOWPATH FROM NODE 100.00 TO NODE
104.00 = 2234.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 81 -------------------------
--------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.224 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE
RUNOFF COEFFICIENT = 0.3500
Page 1
100EX.OUT
____________________________________________________________________________ **************************************************************************** RATIONAL METHOD
HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015
Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: ------------------------------------------------
---------------------------- FILE NAME: R:\\1561\\HYD\\DR\\CALCS\\TM\\AES\\EX.DAT TIME/DATE OF STUDY: 10:00 01/20/2020 ----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED
STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.400 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION
SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 12.0
6.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0160 2 15.0 7.5 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0130 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY
GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +--------------------------------------------------------------------------+ | BEGIN EXISTING CONDITION HYD
| | SUNBOW PA-23 |
Page 4
100EX.OUT
============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER
(AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 149.00 UPSTREAM ELEVATION(FEET) = 452.00 DOWNSTREAM ELEVATION(FEET) = 445.00 ELEVATION DIFFERENCE(FEET) = 7.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 8.061 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference:
Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.647 SUBAREA RUNOFF(CFS) =
0.36 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 112.00
TO NODE 114.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 445.00 DOWNSTREAM(FEET) = 272.00 CHANNEL LENGTH THRU SUBAREA(FEET)
= 1550.00 CHANNEL SLOPE = 0.1116 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW
THRU SUBAREA(CFS) = 0.36 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.45 Tc(MIN.) = 13.51 LONGEST FLOWPATH FROM NODE
110.00 TO NODE 114.00 = 1699.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 114.00 IS CODE
= 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =============================================================
=============== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.331 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II)
= 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 18.92 SUBAREA RUNOFF(CFS) = 22.06 TOTAL AREA(ACRES) = 19.1 TOTAL RUNOFF(CFS) = 22.31
TC(MIN.) = 13.51 **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 1
Page 3
100EX.OUT
SUBAREA AREA(ACRES) = 27.29 SUBAREA RUNOFF(CFS) = 30.79 TOTAL AREA(ACRES) = 27.5 TOTAL RUNOFF(CFS) = 31.02 TC(MIN.) = 14.21 ***********************************************
***************************** FLOW PROCESS FROM NODE 104.00 TO NODE 114.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE
NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) =
274.00 DOWNSTREAM(FEET) = 272.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 707.00 CHANNEL SLOPE = 0.0028 CHANNEL FLOW THRU SUBAREA(CFS) = 31.02 FLOW VELOCITY(FEET/SEC)
= 1.80 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.55 Tc(MIN.) = 20.76 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 2941.00 FEET. ************************
**************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 114.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.524
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES)
= 5.75 SUBAREA RUNOFF(CFS) = 5.08 TOTAL AREA(ACRES) = 33.2 TOTAL RUNOFF(CFS) = 31.02 TC(MIN.) = 20.76 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ******************
********************************************************** 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.) = 20.76 RAINFALL INTENSITY(INCH/HR) = 2.52 TOTAL STREAM AREA(ACRES) = 33.24 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 31.02 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 21 ------------------------------------------
---------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
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============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.175 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 21.40 SUBAREA RUNOFF(CFS) = 16.29 TOTAL
AREA(ACRES) = 73.8 TOTAL RUNOFF(CFS) = 56.16 TC(MIN.) = 26.16 **************************************************************************** FLOW PROCESS FROM NODE
126.00 TO NODE 126.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ===================
========================================================= **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00
IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ======================================================
====================== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) =
136.00 UPSTREAM ELEVATION(FEET) = 444.00 DOWNSTREAM ELEVATION(FEET) = 435.00 ELEVATION DIFFERENCE(FEET) = 9.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.191
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE
MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.002 SUBAREA RUNOFF(CFS) = 0.46 TOTAL AREA(ACRES) = 0.26 TOTAL
RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 52 ------------------------------
---------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ====================================================================
======== ELEVATION DATA: UPSTREAM(FEET) = 434.00 DOWNSTREAM(FEET) = 264.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1683.00 CHANNEL SLOPE = 0.1010 NOTE: CHANNEL FLOW OF 1.
CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.46
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---------------------------------------------------------------------------- >>>>>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.)
= 13.51 RAINFALL INTENSITY(INCH/HR) = 3.33 TOTAL STREAM AREA(ACRES) = 19.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.31 ** CONFLUENCE DATA ** STREAM RUNOFF
Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.02 20.76 2.524 33.24 2 22.31 13.51 3.331
19.14 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 42.49 13.51 3.331 2 47.93 20.76 2.524 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK
FLOW RATE(CFS) = 47.93 Tc(MIN.) = 20.76 TOTAL AREA(ACRES) = 52.4 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 2941.00 FEET. ****************************************
************************************ FLOW PROCESS FROM NODE 114.00 TO NODE 126.00 IS CODE = 52 ----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 272.00 DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1830.00 CHANNEL SLOPE = 0.0219 CHANNEL FLOW THRU SUBAREA(CFS) = 47.93 FLOW VELOCITY(FEET/SEC)
= 5.65 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.40 Tc(MIN.) = 26.16 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 126.00 = 4771.00 FEET. ************************
**************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 126.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
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SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.63 **************************************************************************** FLOW
PROCESS FROM NODE 132.00 TO NODE 134.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) =
418.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 391.00 CHANNEL SLOPE = 0.0051 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) =
0.63 FLOW VELOCITY(FEET/SEC) = 1.07 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.07 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 130.00 TO NODE
134.00 = 514.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 134.00 IS CODE = 81 -------------------------
--------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.531 RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6300 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89
AREA-AVERAGE RUNOFF COEFFICIENT = 0.5973 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 5.97 TC(MIN.)
= 12.34 **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 124.00 IS CODE = 52 --------------------------------------------
-------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 418.00 DOWNSTREAM(FEET) = 264.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1048.00 CHANNEL SLOPE = 0.1469 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED
IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 5.97 FLOW VELOCITY(FEET/SEC) = 6.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 2.51 Tc(MIN.)
= 14.85 LONGEST FLOWPATH FROM NODE 130.00 TO NODE 124.00 = 1562.00 FEET. **************************************************************************** FLOW PROCESS FROM
NODE 134.00 TO NODE 124.00 IS CODE = 81 ----------------------------------------------------------------------------
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FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 5.91 Tc(MIN.) = 13.10 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 124.00
= 1819.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 81 -----------------------------------
----------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR
RAINFALL INTENSITY(INCH/HOUR) = 3.397 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF
COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 27.07 SUBAREA RUNOFF(CFS) = 32.18 TOTAL AREA(ACRES) = 27.3 TOTAL RUNOFF(CFS) = 32.49 TC(MIN.) = 13.10 **************************
************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 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.) = 13.10 RAINFALL INTENSITY(INCH/HR) = 3.40 TOTAL STREAM AREA(ACRES) = 27.33 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 32.49 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 132.00 IS CODE = 21 ------------------------------------------
---------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT
LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00 UPSTREAM ELEVATION(FEET) =
452.00 DOWNSTREAM ELEVATION(FEET) = 420.00 ELEVATION DIFFERENCE(FEET) = 32.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH
IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN
Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466
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>>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 264.00 DOWNSTREAM(FEET) =
232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 389.00 CHANNEL SLOPE = 0.0823 CHANNEL FLOW THRU SUBAREA(CFS) = 47.99 FLOW VELOCITY(FEET/SEC) = 10.97 (PER LACFCD/RCFC&WCD
HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 13.70 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 126.00 = 2208.00 FEET. ******************************************************
********************** FLOW PROCESS FROM NODE 124.00 TO NODE 126.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION
OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.301 NATURAL DESERT
LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3661 SUBAREA AREA(ACRES) = 2.17
SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 43.5 TOTAL RUNOFF(CFS) = 52.60 TC(MIN.) = 13.70 ****************************************************************************
FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH
THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY
AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 52.60 13.70 3.301 43.52 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 126.00 = 2208.00
FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 56.16 26.16
2.175 73.78 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 126.00 = 4771.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER
(CFS) (MIN.) (INCH/HOUR) 1 82.00 13.70 3.301 2 90.81 26.16 2.175 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
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>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.133
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3999 SUBAREA AREA(ACRES)
= 11.19 SUBAREA RUNOFF(CFS) = 12.27 TOTAL AREA(ACRES) = 14.0 TOTAL RUNOFF(CFS) = 17.57 TC(MIN.) = 14.85 *********************************************************************
******* FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 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.) = 14.85 RAINFALL INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 14.02 PEAK
FLOW RATE(CFS) AT CONFLUENCE = 17.57 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
32.49 13.10 3.397 27.33 2 17.57 14.85 3.133 14.02 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 47.99 13.10 3.397 2
47.54 14.85 3.133 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 47.99 Tc(MIN.) = 13.10 TOTAL AREA(ACRES) = 41.3 LONGEST FLOWPATH
FROM NODE 120.00 TO NODE 124.00 = 1819.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 126.00
IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<<
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PEAK FLOW RATE(CFS) = 90.81 Tc(MIN.) = 26.16 TOTAL AREA(ACRES) = 117.3 **************************************************************************** FLOW PROCESS
FROM NODE 126.00 TO NODE 126.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ==================================
========================================== +--------------------------------------------------------------------------+ | END EXISTING CONDITION HYD
| | SUNBOW PA-23 | | | +----------------------------
----------------------------------------------+ ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 117.3
TC(MIN.) = 26.16 PEAK FLOW RATE(CFS) = 90.81 ============================================================================ ==============================================================
============== END OF RATIONAL METHOD ANALYSIS
Drainage Study for
Sunbow II, Phase 3
PROPOSED CONDITION (UNATTENUATED)
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SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.879 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.696 SUBAREA
RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM
NODE 102.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME
THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 438.00 CHANNEL LENGTH
THRU SUBAREA(FEET) = 317.00 CHANNEL SLOPE = 0.0694 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.40 FLOW VELOCITY(FEET/SEC)
= 3.95 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 7.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 405.00 FEET. ************************
**************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.991
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES)
= 1.73 SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 3.37 TC(MIN.) = 7.22 *********************************************************************
******* FLOW PROCESS FROM NODE 104.00 TO NODE 128.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL
TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA:
UPSTREAM(FEET) = 438.00 DOWNSTREAM(FEET) = 403.20 FLOW LENGTH(FEET) = 594.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN
18.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.37 PIPE TRAVEL
TIME(MIN.) = 0.95 Tc(MIN.) = 8.17 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 128.00 = 999.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO
MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW
PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
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____________________________________________________________________________ **************************************************************************** RATIONAL METHOD
HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015
Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: ------------------------------------------------
---------------------------- FILE NAME: R:\\1561\\HYD\\DR\\CALCS\\TM\\AES\\PR.DAT TIME/DATE OF STUDY: 17:02 06/12/2020 ----------------------------------------------------------------------------
USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED
STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.400 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION
SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 12.0
6.0 0.020/0.020/0.020 0.50 1.50 0.0312 0.125 0.0160 2 15.0 7.5 0.020/0.020/0.020 0.33 1.50 0.0312 0.125 0.0130 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY
GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +--------------------------------------------------------------------------+ | BEGIN PROPOSED CONDITION HYD
| | SUNBOW PA-23 | |
| +--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE
100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ==========================
================================================== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL
SUBAREA FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 14.00
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**************************************************************************** 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.) = 6.27 RAINFALL INTENSITY(INCH/HR) = 5.47
TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 0.35 6.64 5.265 0.19 2 0.42 6.27 5.466 0.22 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 0.75
6.27 5.466 2 0.76 6.64 5.265 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.76 Tc(MIN.) = 6.64 TOTAL AREA(ACRES)
= 0.4 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 402.00 FEET. **************************************************************************** FLOW PROCESS
FROM NODE 114.00 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) = 408.00
DOWNSTREAM(FEET) = 402.70 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.76 PIPE TRAVEL TIME(MIN.) = 3.25 Tc(MIN.)
= 9.89 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 1052.00 FEET. **************************************************************************** FLOW PROCESS FROM
NODE 124.00 TO NODE 124.00 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.) = 9.89
RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.76 *************************************************************************
*** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00 IS CODE = 21
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S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 342.00 UPSTREAM ELEVATION(FEET) = 464.00 DOWNSTREAM ELEVATION(FEET) = 434.00 ELEVATION DIFFERENCE(FEET)
= 30.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.546 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.315 SUBAREA
RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM
NODE 112.00 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) = 434.00
DOWNSTREAM(FEET) = 408.60 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 0.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.35 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.)
= 6.64 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 402.00 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.) = 6.64
RAINFALL INTENSITY(INCH/HR) = 5.27 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.35 *************************************************************************
*** FLOW PROCESS FROM NODE 116.00 TO NODE 114.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA
ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S.
CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 440.00 DOWNSTREAM ELEVATION(FEET) = 412.00 ELEVATION DIFFERENCE(FEET)
= 28.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA
RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.42
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>>>>>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.) = 12.79 RAINFALL INTENSITY(INCH/HR) = 3.45 TOTAL STREAM
AREA(ACRES) = 3.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.)
(INCH/HOUR) (ACRE) 1 0.76 9.89 4.072 0.41 2 7.94 12.79 3.451 3.31 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 6.90
9.89 4.072 2 8.58 12.79 3.451 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.58 Tc(MIN.) = 12.79 TOTAL AREA(ACRES)
= 3.7 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 1052.00 FEET. **************************************************************************** FLOW PROCESS
FROM NODE 124.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.70
DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.36 ESTIMATED
PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.58 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 12.92 LONGEST FLOWPATH FROM NODE 110.00 TO
NODE 127.00 = 1112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 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.) = 12.92 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM
AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.58 **************************************************************************** FLOW PROCESS FROM NODE 121.00
TO NODE 123.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====================================
======================================== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
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---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====================================================================
======== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM
ELEVATION(FEET) = 460.00 DOWNSTREAM ELEVATION(FEET) = 420.00 ELEVATION DIFFERENCE(FEET) = 40.00 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) = 5.466 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS)
= 0.27 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 62 ------------------------------------------
---------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ==============================================================
============== UPSTREAM ELEVATION(FEET) = 408.60 DOWNSTREAM ELEVATION(FEET) = 402.70 STREET LENGTH(FEET) = 788.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS
CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk
Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.15 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET)
= 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.01 SPLIT DEPTH(FEET) = 0.27 SPLIT FLOOD WIDTH(FEET) = 7.27 SPLIT FLOW(CFS) = 1.01 SPLIT VELOCITY(FEET/SEC.)
= 1.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) =
2.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 6.52 Tc(MIN.) = 12.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.451 RESIDENTIAL
(24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.695 SUBAREA AREA(ACRES) =
3.17 SUBAREA RUNOFF(CFS) = 7.77 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 7.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET
FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 124.00 = 888.00 FEET. **********************
****************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 ----------------------------------------------------------------------------
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>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES
USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.89 RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 2.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.58 12.92
3.428 3.72 2 2.75 7.89 4.713 1.57 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 8.99 7.89 4.713 2 10.58 12.92
3.428 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.58 Tc(MIN.) = 12.92 TOTAL AREA(ACRES) = 5.3 LONGEST FLOWPATH FROM NODE 110.00
TO NODE 127.00 = 1112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE
FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 404.00 DOWNSTREAM(FEET) = 403.20 FLOW LENGTH(FEET)
= 80.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
= 1 PIPE-FLOW(CFS) = 10.58 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 13.11 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 128.00 = 1192.00 FEET. ******************************
********************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 11 ----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.58 13.11 3.396 5.29 LONGEST FLOWPATH FROM
NODE 110.00 TO NODE 128.00 = 1192.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR)
(ACRE) 1 3.37 8.17 4.607 1.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 128.00 = 999.00 FEET. ** PEAK FLOW RATE TABLE **
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SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET)
= 460.00 ELEVATION DIFFERENCE(FEET) = 14.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.311 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.441 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.34 ****************************************************************************
FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL
FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET)
= 440.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 229.00 CHANNEL SLOPE = 0.0873 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS)
= 0.34 FLOW VELOCITY(FEET/SEC) = 4.43 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 7.17 LONGEST FLOWPATH FROM NODE 121.00 TO NODE
125.00 = 372.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 81 -------------------------
--------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.011 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE
RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.75 TC(MIN.) = 7.17 *******************
********************************************************* FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 31 --------------------------------------------------------------------------
-- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===========================================================================
= ELEVATION DATA: UPSTREAM(FEET) = 408.00 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
2.75 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 7.89 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 127.00 = 662.00 FEET. ************************************************************
**************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT
STREAM FOR CONFLUENCE<<<<<
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**************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 134.00 IS CODE = 62 ------------------------------------------------------
---------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ==========================================================================
== UPSTREAM ELEVATION(FEET) = 417.00 DOWNSTREAM ELEVATION(FEET) = 402.45 STREET LENGTH(FEET) = 673.30 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE
FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING
RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow
Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET
FLOOD WIDTH(FEET) = 10.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) =
9.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.067 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II)
= 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.589 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.59 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) =
6.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 134.00 = 774.30 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.) = 9.91 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 2.82 PEAK FLOW RATE(CFS) AT CONFLUENCE =
6.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.07 13.15 3.388
7.22 2 6.76 9.91 4.067 2.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE
TABLE ** STREAM RUNOFF Tc INTENSITY
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STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.97 8.17 4.607 2 13.07 13.11 3.396 COMPUTED
CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.07 Tc(MIN.) = 13.11 TOTAL AREA(ACRES) = 7.2 ************************************************************************
**** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE
128.00 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) = 403.20 DOWNSTREAM(FEET)
= 402.45 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.87 ESTIMATED PIPE DIAMETER(INCH)
= 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.07 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.15 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 134.00 =
1222.00 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.) = 13.15 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) =
7.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.07 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 132.00
IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ======================================================
====================== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) =
101.00 UPSTREAM ELEVATION(FEET) = 450.00 DOWNSTREAM ELEVATION(FEET) = 417.00 ELEVATION DIFFERENCE(FEET) = 33.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE
MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.12 TOTAL
RUNOFF(CFS) = 0.23
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INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 4.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 7.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.978 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 7.17 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 7.53 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 140.00 TO NODE
144.00 = 749.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 145.00 IS CODE = 31 --------------------------
-------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===========================
================================================= ELEVATION DATA: UPSTREAM(FEET) = 398.00 DOWNSTREAM(FEET) = 393.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.012 ESTIMATED
PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER
OF PIPES = 1 PIPE-FLOW(CFS) = 7.53 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.56 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 145.00 = 934.00 FEET. *********************
******************************************************* FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 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.) = 7.56 RAINFALL INTENSITY(INCH/HR) = 4.84 TOTAL STREAM AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 7.53 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 143.00 IS CODE = 21 ------------------------------------------
---------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9
DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D"
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NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.61 9.91 4.067 2 18.70 13.15 3.388 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK
FLOW RATE(CFS) = 18.70 Tc(MIN.) = 13.15 TOTAL AREA(ACRES) = 10.0 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 134.00 = 1222.00 FEET. ****************************************
************************************ FLOW PROCESS FROM NODE 134.00 TO NODE 146.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 402.45 DOWNSTREAM(FEET) = 392.90 FLOW LENGTH(FEET) = 352.60 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW
VELOCITY(FEET/SEC.) = 12.30 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.70 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.63
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 146.00 = 1574.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE
146.00 TO NODE 146.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ======================
====================================================== **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 142.00
IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ======================================================
====================== RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET)
= 106.00 UPSTREAM ELEVATION(FEET) = 435.00 DOWNSTREAM ELEVATION(FEET) = 415.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.178
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS)
= 0.46 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE
142.00 TO NODE 144.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET
TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 415.60 DOWNSTREAM ELEVATION(FEET) = 398.00
STREET LENGTH(FEET) = 643.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
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TOTAL STREAM AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 7.53 7.56 4.844 2.52 2 4.00 10.21 3.990 1.67 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 10.49
7.56 4.844 2 10.20 10.21 3.990 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.49 Tc(MIN.) = 7.56 TOTAL AREA(ACRES)
= 4.2 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 145.00 = 934.00 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: UPSTREAM(FEET) = 394.00
DOWNSTREAM(FEET) = 393.00 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.90 ESTIMATED
PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.49 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.63 LONGEST FLOWPATH FROM NODE 140.00 TO
NODE 146.00 = 979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 11 --------------------
-------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ===========================================================================
= ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.49 7.63 4.813
4.19 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 146.00 = 979.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.70 13.63 3.311 10.04 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 146.00 = 1574.60 FEET.
** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.96 7.63 4.813 2 25.91
13.63 3.311 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
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S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 406.00 ELEVATION DIFFERENCE(FEET)
= 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.640 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 55.00
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.810 SUBAREA
RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM
NODE 143.00 TO NODE 145.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET)
= 393.00 STREET LENGTH(FEET) = 478.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET
CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's
FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
= 2.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.92 AVERAGE FLOW VELOCITY(FEET/SEC.) =
3.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 10.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.990 RESIDENTIAL
(10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) =
1.49 SUBAREA RUNOFF(CFS) = 3.57 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 4.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET
FLOOD WIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 145.00 = 628.00 FEET. **********************
****************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 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.) = 10.21 RAINFALL INTENSITY(INCH/HR) = 3.99
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UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 391.00 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE
FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING
RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow
Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET
FLOOD WIDTH(FEET) = 8.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) =
9.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.164 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II)
= 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) =
3.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 498.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE
154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ==========================
================================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.56 RAINFALL
INTENSITY(INCH/HR) = 4.16 TOTAL STREAM AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.95 ****************************************************************************
FLOW PROCESS FROM NODE 151.00 TO NODE 153.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA
ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 UPSTREAM ELEVATION(FEET) = 401.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET)
= 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.563 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.43
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.842
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PEAK FLOW RATE(CFS) = 25.91 Tc(MIN.) = 13.63 TOTAL AREA(ACRES) = 14.2 **************************************************************************** FLOW PROCESS
FROM NODE 146.00 TO NODE 146.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ==================================
========================================== **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 154.00 IS CODE =
31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE
FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.90 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET)
= 84.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.44 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES
= 1 PIPE-FLOW(CFS) = 25.91 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.74 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 154.00 = 1658.60 FEET. ******************************
********************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES
USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.74 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 14.23 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 25.91 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 152.00 IS CODE = 21 ------------------------------------------
---------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9
DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 UPSTREAM ELEVATION(FEET)
= 401.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.563 WARNING: INITIAL SUBAREA FLOW PATH LENGTH
IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.43 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN
Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.842 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 *********************************
******************************************* FLOW PROCESS FROM NODE 152.00 TO NODE 154.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
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CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.74
9.56 4.164 2 24.32 9.88 4.076 3 30.52 13.74 3.294 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.52
Tc(MIN.) = 13.74 TOTAL AREA(ACRES) = 16.6 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 154.00 = 1658.60 FEET. ********************************************************************
******** FLOW PROCESS FROM NODE 154.00 TO NODE 169.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL
TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA:
UPSTREAM(FEET) = 391.40 DOWNSTREAM(FEET) = 390.10 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.)
= 16.32 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.52 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.77 LONGEST FLOWPATH FROM
NODE 110.00 TO NODE 169.00 = 1688.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00
IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ===============================================
============================= **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 162.00 IS CODE = 21 -------------------------
--------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 108.00 UPSTREAM
ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 395.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.707 WARNING: INITIAL SUBAREA
FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 62.78 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH
IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.807 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.54 **********************
****************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 164.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 392.30
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SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW
PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU
SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM
ELEVATION(FEET) = 391.40 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 1.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.96 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 9.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.076 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600
SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.83 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.36 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 151.00 TO NODE
154.00 = 498.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 --------------------------
-------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ==================================
========================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.88 RAINFALL INTENSITY(INCH/HR)
= 4.08 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER
(CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.91 13.74 3.294 14.23 2 3.95 9.56 4.164 1.58 3 1.83
9.88 4.076 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
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>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 118.00 UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET)
= 395.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.766 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 60.42 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.768 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.53 ****************************************************************************
FLOW PROCESS FROM NODE 163.00 TO NODE 168.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 395.00 DOWNSTREAM
ELEVATION(FEET) = 390.00 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 3.50 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.)
= 2.16 SPLIT DEPTH(FEET) = 0.16 SPLIT FLOOD WIDTH(FEET) = 1.54 SPLIT FLOW(CFS) = 0.13 SPLIT VELOCITY(FEET/SEC.) = 0.94 STREETFLOW MODEL RESULTS USING
ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)
= 0.79 STREET FLOW TRAVEL TIME(MIN.) = 4.47 Tc(MIN.) = 10.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.983 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100
SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.94 TOTAL
AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.)
= 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 168.00 = 698.00 FEET. ****************************************************************************
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STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL)
= 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR
for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 8.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.583 RESIDENTIAL (24. DU/AC
OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.30
SUBAREA RUNOFF(CFS) = 4.23 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD
WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 164.00 = 448.00 FEET. ****************************
************************************************ FLOW PROCESS FROM NODE 164.00 TO NODE 168.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 392.30 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 233.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
4.65 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 8.89 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 168.00 = 681.00 FEET. *************************************************************
*************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT
STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
1 ARE: TIME OF CONCENTRATION(MIN.) = 8.89 RAINFALL INTENSITY(INCH/HR) = 4.36 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.65 *************************
*************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 163.00 IS CODE = 21 ----------------------------------------------------------------------------
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SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.37 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.08 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 165.00 TO NODE
168.00 = 405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 169.00 IS CODE = 31 -------------------------
--------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==========================
================================================== ELEVATION DATA: UPSTREAM(FEET) = 391.00 DOWNSTREAM(FEET) = 390.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.012 ESTIMATED
PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER
OF PIPES = 1 PIPE-FLOW(CFS) = 2.37 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 169.00 = 455.00 FEET. *********************
******************************************************* FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 1 ----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================
TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.09 RAINFALL INTENSITY(INCH/HR) = 4.64 TOTAL STREAM
AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.)
(INCH/HOUR) (ACRE) 1 4.65 8.89 4.364 1.43 2 6.31 10.24 3.983 2.23 3 2.37 8.09 4.636
0.71 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER
(CFS) (MIN.) (INCH/HOUR) 1 11.59 8.09 4.636 2 12.36 8.89 4.364 3 12.59 10.24 3.983 COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.59 Tc(MIN.) = 10.24 TOTAL AREA(ACRES) = 4.4 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 169.00 = 698.00 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 11 ------------------------------------------------------
---------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
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FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR
CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.24 RAINFALL INTENSITY(INCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.31 **********************************
****************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 167.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 121.00 UPSTREAM ELEVATION(FEET) = 394.20 DOWNSTREAM ELEVATION(FEET)
= 392.80 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.456 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 66.57 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.977 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.64 ****************************************************************************
FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 392.80 DOWNSTREAM
ELEVATION(FEET) = 390.00 STREET LENGTH(FEET) = 284.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 1.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 1.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 7.92 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.699 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710
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SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference:
Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) =
0.33 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 172.00
TO NODE 176.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET
TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 408.00 DOWNSTREAM ELEVATION(FEET) = 388.50
STREET LENGTH(FEET) = 671.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL)
= 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR
for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 9.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.070 RESIDENTIAL (24. DU/AC
OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.667 SUBAREA AREA(ACRES) = 1.26
SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD
WIDTH(FEET) = 9.89 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 176.00 = 791.00 FEET. ****************************
************************************************ FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 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.) = 9.90 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 3.88 **************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 173.00 IS CODE = 21 ------------------------------------------
----------------------------------
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============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 12.59 10.24 3.983 4.37 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 169.00 = 698.00 FEET. ** MEMORY BANK #
1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.52 13.77 3.289 16.56
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 169.00 = 1688.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR)
1 35.27 10.24 3.983 2 40.91 13.77 3.289 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.91 Tc(MIN.) =
13.77 TOTAL AREA(ACRES) = 20.9 **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE =
12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================
**************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 198.00 IS CODE = 31 ------------------------------------------------------
---------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =======================================================
===================== ELEVATION DATA: UPSTREAM(FEET) = 390.10 DOWNSTREAM(FEET) = 388.90 FLOW LENGTH(FEET) = 113.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE
IS 22.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.30 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.91 PIPE TRAVEL TIME(MIN.) =
0.18 Tc(MIN.) = 13.96 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO
MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW
PROCESS FROM NODE 170.00 TO NODE 172.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER
(AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 120.00 UPSTREAM ELEVATION(FEET) = 440.00 DOWNSTREAM ELEVATION(FEET) = 410.00 ELEVATION DIFFERENCE(FEET) = 30.00
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TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 3.88 9.90 4.070 1.43 2 3.25 9.41 4.206 1.09 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 6.95
9.41 4.206 2 7.03 9.90 4.070 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.03 Tc(MIN.) = 9.90 TOTAL AREA(ACRES)
= 2.5 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 176.00 = 791.00 FEET. **************************************************************************** FLOW PROCESS
FROM NODE 176.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.50
DOWNSTREAM(FEET) = 388.25 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.64 ESTIMATED
PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.03 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.96 LONGEST FLOWPATH FROM NODE 170.00 TO
NODE 198.00 = 816.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 11 --------------------
-------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ===========================================================================
= ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.03 9.96 4.054
2.52 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 198.00 = 816.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 40.91 13.96 3.261 20.93 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET.
** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.23 9.96 4.054 2 46.57
13.96 3.261 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
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>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 394.50 DOWNSTREAM ELEVATION(FEET)
= 394.00 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.778 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.760 SUBAREA RUNOFF(CFS) =
0.29 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 173.00
TO NODE 176.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET
TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 394.00 DOWNSTREAM ELEVATION(FEET) = 388.50
STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL)
= 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR
for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.84
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.11
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 9.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.206 RESIDENTIAL (24. DU/AC
OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.02
SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD
WIDTH(FEET) = 11.02 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 171.00 TO NODE 176.00 = 520.00 FEET. ****************************
************************************************ FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 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.) = 9.41 RAINFALL INTENSITY(INCH/HR) = 4.21
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RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.786 SUBAREA AREA(ACRES)
= 2.15 SUBAREA RUNOFF(CFS) = 7.93 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 8.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.45 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 609.30
FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 196.00 IS CODE = 31 ------------------------------------------------
---------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =================================================
=========================== ELEVATION DATA: UPSTREAM(FEET) = 394.50 DOWNSTREAM(FEET) = 390.50 FLOW LENGTH(FEET) = 421.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH
PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.33 PIPE TRAVEL TIME(MIN.)
= 1.04 Tc(MIN.) = 9.04 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 196.00 = 1030.30 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 196.00 TO NODE 196.00 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.) = 9.04 RAINFALL INTENSITY(INCH/HR) = 4.31 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.33 **********************************
****************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 192.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 404.00 DOWNSTREAM ELEVATION(FEET)
= 403.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.601 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 65.42 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.877 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.42 ****************************************************************************
FLOW PROCESS FROM NODE 192.00 TO NODE 194.00 IS CODE = 62 ----------------------------------------------------------------------------
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PEAK FLOW RATE(CFS) = 46.57 Tc(MIN.) = 13.96 TOTAL AREA(ACRES) = 23.5 **************************************************************************** FLOW PROCESS
FROM NODE 198.00 TO NODE 198.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ==================================
========================================== **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE =
10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< =========================================================
=================== **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 182.00 IS CODE = 21 -----------------------------------
----------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL
(24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET)
= 409.50 DOWNSTREAM ELEVATION(FEET) = 408.50 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.354 WARNING: INITIAL SUBAREA FLOW PATH LENGTH
IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN
Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.050 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.52 *********************************
******************************************* FLOW PROCESS FROM NODE 182.00 TO NODE 184.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET) = 394.40 STREET LENGTH(FEET) = 529.30 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM
CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section
= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD
WIDTH(FEET) = 11.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 8.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.668
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TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.46 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM
AREA(ACRES) = 4.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.)
(INCH/HOUR) (ACRE) 1 8.33 9.04 4.314 2.27 2 12.61 10.46 3.929 4.51 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 19.24
9.04 4.314 2 20.19 10.46 3.929 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.19 Tc(MIN.) = 10.46 TOTAL AREA(ACRES)
= 6.8 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 196.00 = 1030.30 FEET. **************************************************************************** FLOW PROCESS
FROM NODE 196.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 390.00
DOWNSTREAM(FEET) = 388.90 FLOW LENGTH(FEET) = 115.30 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.36 ESTIMATED
PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.19 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 10.69 LONGEST FLOWPATH FROM NODE 180.00 TO
NODE 198.00 = 1145.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 11 --------------------
-------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ===========================================================================
= ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.19 10.69 3.875
6.78 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 198.00 = 1145.60 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 46.57 13.96 3.261 23.45 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET.
** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR)
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>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 395.30 STREET LENGTH(FEET) = 704.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM
CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section
= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.75 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.43 SPLIT DEPTH(FEET) = 0.34 SPLIT FLOOD WIDTH(FEET) = 10.83 SPLIT FLOW(CFS) = 2.96 SPLIT VELOCITY(FEET/SEC.) =
2.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 4.82 Tc(MIN.) = 10.42 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.938 RESIDENTIAL (24.
DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 4.41
SUBAREA RUNOFF(CFS) = 12.33 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 12.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET
FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 194.00 = 800.00 FEET. **********************
****************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 196.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 395.30 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.61
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.46 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 196.00 = 842.00 FEET. ******************************************************************
********** FLOW PROCESS FROM NODE 196.00 TO NODE 196.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT
STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================
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---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ===================
========================================================= UPSTREAM ELEVATION(FEET) = 391.80 DOWNSTREAM ELEVATION(FEET) = 379.20 STREET LENGTH(FEET) = 481.00 CURB HEIGHT(INCHES)
= 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL)
= 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET
FLOW TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 8.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.499 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) =
0.8 PEAK FLOW RATE(CFS) = 2.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 FLOW VELOCITY(FEET/SEC.) = 3.09
DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 571.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 4.50 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 2.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
63.57 14.19 3.226 30.23 2 2.40 8.48 4.499 0.75 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 40.36 8.48 4.499
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1 55.85 10.69 3.875 2 63.57 13.96 3.261 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.57 Tc(MIN.) =
13.96 TOTAL AREA(ACRES) = 30.2 **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE =
12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================
**************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 204.00 IS CODE = 31 ------------------------------------------------------
---------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =======================================================
===================== ELEVATION DATA: UPSTREAM(FEET) = 388.90 DOWNSTREAM(FEET) = 379.20 FLOW LENGTH(FEET) = 262.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE
IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.67 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.57 PIPE TRAVEL TIME(MIN.) =
0.23 Tc(MIN.) = 14.19 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 204.00 = 2064.10 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 14.19 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREA(ACRES) = 30.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.57 **********************************
****************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 392.80 DOWNSTREAM ELEVATION(FEET)
= 391.80 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.511 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 66.11 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.939 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.25 ****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 62
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TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE
214.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION
# 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM ELEVATION(FEET) = 384.20 STREET LENGTH(FEET)
= 474.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE
STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-cu
rb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.32 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.58 SPLIT DEPTH(FEET) = 0.27 SPLIT FLOOD WIDTH(FEET) = 7.36
SPLIT FLOW(CFS) = 1.31 SPLIT VELOCITY(FEET/SEC.) = 1.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET)
= 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 7.95 100 YEAR
RAINFALL INTENSITY(INCH/HOUR) = 4.688 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE
RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 9.65 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 10.02 END OF SUBAREA
STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM
NODE 210.00 TO NODE 214.00 = 612.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 224.00
IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE
(NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 384.20 DOWNSTREAM(FEET) = 379.20 FLOW
LENGTH(FEET) = 526.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00
NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.02 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 224.00 = 1138.00 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 224.00 IS CODE = 1
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2 65.29 14.19 3.226 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 65.29 Tc(MIN.) = 14.19 TOTAL AREA(ACRES) = 31.0 LONGEST
FLOWPATH FROM NODE 110.00 TO NODE 204.00 = 2064.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO
NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED
PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.00 DOWNSTREAM(FEET) = 374.00
FLOW LENGTH(FEET) = 51.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.67 ESTIMATED PIPE DIAMETER(INCH) =
33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 65.29 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 2.00 = 2115.60
FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 2.00 IS CODE = 81 ------------------------------------------------
---------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOU
R) = 3.218 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6174 SUBAREA
AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) = 32.7 TOTAL RUNOFF(CFS) = 65.29 TC(MIN.) = 14.25 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM
VALUE **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 10 ------------------------------------------------
---------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ *********************************
******************************************* FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 138.00 UPSTREAM ELEVATION(FEET) = 392.60 DOWNSTREAM ELEVATION(FEET)
= 390.00 ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.884 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 73.84 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.49
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TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.77 FLOW
VELOCITY(FEET/SEC.) = 2.52 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 224.00 = 550.00 FEET. ********************************************************
******************** FLOW PROCESS FROM NODE 224.00 TO NODE 224.00 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.) = 9.34 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES)
= 1.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR)
(ACRE) 1 10.02 9.21 4.263 3.01 2 3.78 9.34 4.225 1.26 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 13.75 9.21 4.263
2 13.71 9.34 4.225 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.75 Tc(MIN.) = 9.21 TOTAL AREA(ACRES) = 4.3 LONGEST
FLOWPATH FROM NODE 210.00 TO NODE 224.00 = 1138.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO
NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED
PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.40 DOWNSTREAM(FEET) = 374.00
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.76 ESTIMATED PIPE DIAMETER(INCH) =
21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.75 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.52 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 2.00 = 1278.00
FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 11 ------------------------------------------------
---------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN
STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA
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---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =================================================================
=========== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.21 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL
STREAM AREA(ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.02 **************************************************************************** FLOW PROCESS FROM NODE
220.00 TO NODE 222.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===========================
================================================= RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL
SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 396.70 DOWNSTREAM ELEVATION(FEET) = 396.00 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME
OF FLOW(MIN.) = 5.847 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.83 (Reference: Table 3-1B of Hydrology
Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.716 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES)
= 0.08 TOTAL RUNOFF(CFS) = 0.32 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 224.00 IS CODE
= 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 390.60 STREET LENGTH(FEET) = 458.00
CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET
CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)
= 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STREETFLOW MODEL RESULTS USING
ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)
= 0.68 STREET FLOW TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 9.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.225 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100
SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 3.54
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DOWNSTREAM ELEVATION(FEET) = 374.00 ELEVATION DIFFERENCE(FEET) = 5.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.272 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER
THAN THE MAXIMUM OVERLAND FLOW LENGTH = 90.40 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS)
= 0.61 **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 10.00 IS CODE = 62 ------------------------------------------
---------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ==============================================================
============== UPSTREAM ELEVATION(FEET) = 374.00 DOWNSTREAM ELEVATION(FEET) = 320.00 STREET LENGTH(FEET) = 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS
CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk
Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24
HALFSTREET FLOOD WIDTH(FEET) = 5.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.37 STREET FLOW TRAVEL TIME(MIN.) = 1.43
Tc(MIN.) = 3.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT
= .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.73 SUBAREA RUNOFF(CFS) = 4.02
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 4.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.92 FLOW
VELOCITY(FEET/SEC.) = 6.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST FLOWPATH FROM NODE 230.00 TO NODE 10.00 = 580.00 FEET. ********************************************************
******************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 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.) = 3.70 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES)
= 0.84
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NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.75 9.52 4.175 4.27 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 2.00 = 1278.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 65.29 14.25
3.218 32.72 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 2.00 = 2115.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS)
(MIN.) (INCH/HOUR) 1 57.34 9.52 4.175 2 75.88 14.25 3.218 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS)
= 75.88 Tc(MIN.) = 14.25 TOTAL AREA(ACRES) = 37.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO
NODE 2.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< =========================================================
=================== **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 31 -----------------------------------
----------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====================================
======================================== ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 310.00 FLOW LENGTH(FEET) = 503.00 MANNING'S N = 0.012 DEPTH OF FLOW
IN 24.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 30.63 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 75.88 PIPE TRAVEL
TIME(MIN.) = 0.27 Tc(MIN.) = 14.52 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 10.00 = 2618.60 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 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.) = 14.52 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 36.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 75.88 **********************************
****************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 232.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT
= .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 379.20
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100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS)
= 0.55 **************************************************************************** FLOW PROCESS FROM NODE 233.00 TO NODE 14.00 IS CODE = 62 ------------------------------------------
---------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ==============================================================
============== UPSTREAM ELEVATION(FEET) = 315.00 DOWNSTREAM ELEVATION(FEET) = 274.00 STREET LENGTH(FEET) = 449.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS
CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk
Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25
HALFSTREET FLOOD WIDTH(FEET) = 6.05 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 1.46
Tc(MIN.) = 2.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT
= .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.85
TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 4.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 FLOW
VELOCITY(FEET/SEC.) = 5.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.64 LONGEST FLOWPATH FROM NODE 231.00 TO NODE 14.00 = 509.00 FEET. ********************************************************
******************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE
INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT
STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 2.95 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.40 +-----------------
---------------------------------------------------------+ | OFFSET FLOW FROM NORTHEAST | |
| | | +--------------------------------------------------------------------------+
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PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.62 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 75.88 14.52 3.179 36.99 2 4.62 3.70 6.323 0.84 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 23.94 3.70 6.323
2 78.20 14.52 3.179 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.20 Tc(MIN.) = 14.52 TOTAL AREA(ACRES) = 37.8 LONGEST
FLOWPATH FROM NODE 110.00 TO NODE 10.00 = 2618.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO
NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED
PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET) = 276.20
FLOW LENGTH(FEET) = 535.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 26.33 ESTIMATED PIPE DIAMETER(INCH) =
27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.20 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 14.86 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 14.00 = 3153.60
FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ------------------------------------------------
---------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS
= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.86 RAINFALL INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 37.83 PEAK
FLOW RATE(CFS) AT CONFLUENCE = 78.20 **************************************************************************** FLOW PROCESS FROM NODE 231.00 TO NODE 233.00 IS CODE =
21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ================================================================
============ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) =
60.00 UPSTREAM ELEVATION(FEET) = 323.00 DOWNSTREAM ELEVATION(FEET) = 315.00 ELEVATION DIFFERENCE(FEET) = 8.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.489
WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
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STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 78.20 14.86 3.132 37.83 2 4.40
2.95 6.323 0.80 3 12.75 12.31 3.536 10.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS.
** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 46.19 2.95 6.323 2 84.46 12.31
3.536 3 91.67 14.86 3.132 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 91.67 Tc(MIN.) = 14.86 TOTAL AREA(ACRES) =
48.9 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 14.00 = 3153.60 FEET. **************************************************************************** FLOW PROCESS FROM
NODE 14.00 TO NODE 28.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME
THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 248.00 CHANNEL LENGTH
THRU SUBAREA(FEET) = 1259.00 CHANNEL SLOPE = 0.0095 CHANNEL FLOW THRU SUBAREA(CFS) = 91.67 FLOW VELOCITY(FEET/SEC) = 4.51 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL
TIME(MIN.) = 4.65 Tc(MIN.) = 19.51 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 28.00 = 4412.60 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 14.00 TO NODE 28.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE
PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.628 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT
= .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5244 SUBAREA AREA(ACRES) = 14.95 SUBAREA RUNOFF(CFS) = 13.75
TOTAL AREA(ACRES) = 63.9 TOTAL RUNOFF(CFS) = 91.67 TC(MIN.) = 19.51 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM VALUE ************************************************************
**************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY
COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ +--------------------------------------------------------------------------+
| BEGIN WEST BASIN HYD | | | |
| +--------------------------------------------------------------------------+ ***********************************************************************
***** FLOW PROCESS FROM NODE 500.00 TO NODE 504.00 IS CODE = 21
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**************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ------------------------------------------------------
---------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING
RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 134.00 UPSTREAM ELEVATION(FEET) = 400.00
DOWNSTREAM ELEVATION(FEET) = 350.00 ELEVATION DIFFERENCE(FEET) = 50.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER
THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.38 *************************************************
*************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE
NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) =
350.00 DOWNSTREAM(FEET) = 260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1386.00 CHANNEL SLOPE = 0.0649 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
CHANNEL FLOW THRU SUBAREA(CFS) = 0.38 FLOW VELOCITY(FEET/SEC) = 3.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.04 Tc(MIN.) = 12.31 LONGEST FLOWPATH
FROM NODE 12.00 TO NODE 14.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE
14.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ===============================================
============================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.536 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER
(AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 12.50 TOTAL AREA(ACRES) = 10.3 TOTAL RUNOFF(CFS) =
12.75 TC(MIN.) = 12.31 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 --------------------------
-------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ==================================
========================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.31 RAINFALL INTENSITY(INCH/HR)
= 3.54 TOTAL STREAM AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.75 ** CONFLUENCE DATA **
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TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE
506.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION
# 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET) = 403.50 STREET LENGTH(FEET)
= 264.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE
STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-cu
rb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.54 STREETFLOW MODEL RESULTS USING
ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)
= 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 8.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.485 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100
SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.641 SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 2.42 TOTAL
AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.70 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.73 FLOW VELOCITY(FEET/SEC.)
= 2.13 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 506.00 = 361.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 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.) = 8.52 RAINFALL INTENSITY(INCH/HR) = 4.48 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 2.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
1.76 6.08 5.577 0.43 2 2.70 8.52 4.485 0.94 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR
2 STREAMS.
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---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====================================================================
======== RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 218.00
UPSTREAM ELEVATION(FEET) = 402.60 DOWNSTREAM ELEVATION(FEET) = 400.80 ELEVATION DIFFERENCE(FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.785 WARNING:
INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 59.77 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM
OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.756 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS)
= 1.76 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE = 31 ------------------------------------------
---------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===========================================
================================= ELEVATION DATA: UPSTREAM(FEET) = 400.80 DOWNSTREAM(FEET) = 400.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH)
INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS)
= 1.76 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 6.08 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 506.00 = 298.00 FEET. *****************************************************
*********************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 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.) = 6.08 RAINFALL INTENSITY(INCH/HR) = 5.58 TOTAL STREAM AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.76 ******************
********************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 503.00 IS CODE = 21 -------------------------------------------------------------------------
--- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT
= .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 445.00 DOWNSTREAM ELEVATION(FEET)
= 412.00 ELEVATION DIFFERENCE(FEET) = 33.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.172 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.520 SUBAREA RUNOFF(CFS) = 0.35
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CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.50 RAINFALL INTENSITY(INCH/HR) = 4.18 TOTAL STREAM AREA(ACRES) = 3.09 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 9.06 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ------------------
---------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 139.00 UPSTREAM ELEVATION(FEET)
= 468.00 DOWNSTREAM ELEVATION(FEET) = 448.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH
IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN
Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.25 *********************************
******************************************* FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 52 ----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 448.00 DOWNSTREAM(FEET) = 364.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 482.00 CHANNEL SLOPE = 0.1743 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.25 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 7.96 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 621.00 FEET. ************************************************************************
**** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE
PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.685 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT
= .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 5.56 SUBAREA RUNOFF(CFS) = 9.12
TOTAL AREA(ACRES) = 5.7 TOTAL RUNOFF(CFS) = 9.33 TC(MIN.) = 7.96 **************************************************************************** FLOW PROCESS FROM
NODE 22.00 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 364.00
DOWNSTREAM(FEET) = 363.15
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** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.68 6.08 5.577 2 4.12
8.52 4.485 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.12 Tc(MIN.) = 8.52 TOTAL AREA(ACRES) = 1.4 LONGEST FLOWPATH FROM NODE
501.00 TO NODE 506.00 = 361.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 514.00 IS CODE
= 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE
FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 403.50 DOWNSTREAM(FEET) = 391.50 FLOW LENGTH(FEET)
= 379.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.82 ESTIMATED
PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.12 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 9.23 LONGEST FLOWPATH FROM NODE 501.00 TO
NODE 514.00 = 740.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 514.00 IS CODE = 81 --------------------
-------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.257 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE
RUNOFF COEFFICIENT = 0.6890 SUBAREA AREA(ACRES) = 1.72 SUBAREA RUNOFF(CFS) = 5.20 TOTAL AREA(ACRES) = 3.1 TOTAL RUNOFF(CFS) = 9.06 TC(MIN.) = 9.23 *******************
********************************************************* FLOW PROCESS FROM NODE 514.00 TO NODE 22.50 IS CODE = 31 --------------------------------------------------------------------------
-- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===========================================================================
= ELEVATION DATA: UPSTREAM(FEET) = 391.50 DOWNSTREAM(FEET) = 387.90 FLOW LENGTH(FEET) = 154.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
9.06 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 9.50 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 22.50 = 894.00 FEET. ************************************************************
**************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT
STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
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SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 2.06 TC(MIN.) = 7.51 ***********************************************
***************************** FLOW PROCESS FROM NODE 21.50 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE
PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 380.00 DOWNSTREAM(FEET) = 378.00 FLOW LENGTH(FEET) = 195.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
2.06 PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.50 = 649.00 FEET. *************************************************************
*************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT
STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS
= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.18 RAINFALL INTENSITY(INCH/HR) = 4.60 TOTAL STREAM AREA(ACRES) = 1.21 PEAK
FLOW RATE(CFS) AT CONFLUENCE = 2.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
9.06 9.50 4.181 3.09 2 9.33 8.16 4.610 5.69 3 2.06 8.18 4.602 1.21 RAINFALL INTENSITY
AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR)
1 19.60 8.16 4.610 2 19.61 8.18 4.602 3 19.40 9.50 4.181 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW
RATE(CFS) = 19.61 Tc(MIN.) = 8.18 TOTAL AREA(ACRES) = 10.0 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 22.50 = 894.00 FEET. *********************************************
******************************* FLOW PROCESS FROM NODE 22.50 TO NODE 524.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE
PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 386.52 DOWNSTREAM(FEET) = 381.20 FLOW LENGTH(FEET) = 266.00 MANNING'S N = 0.012
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FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03 ESTIMATED PIPE DIAMETER(INCH) =
18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.33 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.16 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.50 = 706.00
FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ------------------------------------------------
---------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS
= 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.16 RAINFALL INTENSITY(INCH/HR) = 4.61 TOTAL STREAM AREA(ACRES) = 5.69 PEAK
FLOW RATE(CFS) AT CONFLUENCE = 9.33 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.50 IS CODE =
21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ================================================================
============ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 468.00 DOWNSTREAM ELEVATION(FEET) = 450.00 ELEVATION DIFFERENCE(FEET) = 18.00 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) = 5.466 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES) = 0.11
TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 20.50 TO NODE 21.50 IS CODE = 52 ----------------------
------------------------------------------------------ >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================
================ ELEVATION DATA: UPSTREAM(FEET) = 450.00 DOWNSTREAM(FEET) = 380.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 354.00 CHANNEL SLOPE = 0.1977 NOTE: CHANNEL FLOW
OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.21 FLOW VELOCITY(FEET/SEC) =
4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 7.51 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 21.50 = 454.00 FEET. **************************
************************************************** FLOW PROCESS FROM NODE 20.50 TO NODE 21.50 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.864
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500
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AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 7.87 100 YEAR RAINFALL
INTENSITY(INCH/HOUR) = 4.719 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT
= 0.710 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 2.55 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.48 FLOW VELOCITY(FEET/SEC.) = 3.04 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 520.00 TO NODE
524.00 = 456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 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.) = 7.87 RAINFALL
INTENSITY(INCH/HR) = 4.72 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY
AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.61 8.59 4.462 9.99 2 2.55 7.87 4.719 0.76 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 21.09 7.87 4.719 2 22.02 8.59 4.462 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.02
Tc(MIN.) = 8.59 TOTAL AREA(ACRES) = 10.8 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 524.00 = 1160.00 FEET. **********************************************************************
****** FLOW PROCESS FROM NODE 524.00 TO NODE 556.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL
TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA:
UPSTREAM(FEET) = 381.00 DOWNSTREAM(FEET) = 380.40 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.)
= 8.62 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.02 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 8.70 LONGEST FLOWPATH FROM
NODE 501.00 TO NODE 556.00 = 1220.00 FEET.
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DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.99 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
19.61 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.59 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 524.00 = 1160.00 FEET. ***********************************************************
***************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 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.) = 8.59 RAINFALL INTENSITY(INCH/HR) = 4.46 TOTAL STREAM AREA(ACRES) = 9.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.61 *************************
*************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 522.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 103.00 UPSTREAM ELEVATION(FEET) = 391.60 DOWNSTREAM ELEVATION(FEET)
= 390.70 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.745 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 61.21 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.782 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.49 ****************************************************************************
FLOW PROCESS FROM NODE 522.00 TO NODE 524.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM
ELEVATION(FEET) = 381.20 STREET LENGTH(FEET) = 353.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 1.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.70
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DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.73 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 530.00 TO NODE
534.00 = 346.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 534.00 TO NODE 544.00 IS CODE = 31 -------------------------
--------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==========================
================================================== ELEVATION DATA: UPSTREAM(FEET) = 395.50 DOWNSTREAM(FEET) = 392.00 FLOW LENGTH(FEET) = 153.00 MANNING'S N = 0.012 ESTIMATED
PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER
OF PIPES = 1 PIPE-FLOW(CFS) = 2.01 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 7.06 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 544.00 = 499.00 FEET. *********************
******************************************************* FLOW PROCESS FROM NODE 544.00 TO NODE 544.00 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.) = 7.06 RAINFALL INTENSITY(INCH/HR) = 5.06 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 2.01 **************************************************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 542.00 IS CODE = 21 ------------------------------------------
---------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24.
DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 89.00 UPSTREAM ELEVATION(FEET)
= 397.60 DOWNSTREAM ELEVATION(FEET) = 396.50 ELEVATION DIFFERENCE(FEET) = 1.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.369 WARNING: INITIAL SUBAREA FLOW PATH LENGTH
IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.36 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN
Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.040 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.43 *********************************
******************************************* FLOW PROCESS FROM NODE 542.00 TO NODE 544.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
UPSTREAM ELEVATION(FEET) = 396.50 DOWNSTREAM ELEVATION(FEET) = 393.40 STREET LENGTH(FEET) = 258.60 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00
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**************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 10 ------------------------------------------------------
---------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ ***************************************
************************************* FLOW PROCESS FROM NODE 530.00 TO NODE 532.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 403.40 DOWNSTREAM ELEVATION(FEET)
= 401.80 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.057 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 71.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 6.277 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.49 ****************************************************************************
FLOW PROCESS FROM NODE 532.00 TO NODE 534.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 401.50 DOWNSTREAM
ELEVATION(FEET) = 395.80 STREET LENGTH(FEET) = 246.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 1.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.23 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 6.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 5.255 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710
SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 2.01 END OF SUBAREA STREET FLOW HYDRAULICS:
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FLOW PROCESS FROM NODE 544.00 TO NODE 545.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 392.00 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE
IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.24 PIPE TRAVEL TIME(MIN.) =
0.31 Tc(MIN.) = 7.68 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 659.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 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.) = 7.68 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.24 **********************************
****************************************** FLOW PROCESS FROM NODE 541.00 TO NODE 543.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 397.60 DOWNSTREAM ELEVATION(FEET)
= 396.00 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.825 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 75.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.40 ************************************
**************************************** FLOW PROCESS FROM NODE 543.00 TO NODE 545.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 389.70 STREET LENGTH(FEET) = 278.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM
CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
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DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS
CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk
Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30
HALFSTREET FLOOD WIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 2.01
Tc(MIN.) = 7.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.921 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER
(AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS)
= 3.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.11 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) =
0.85 LONGEST FLOWPATH FROM NODE 540.00 TO NODE 544.00 = 347.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE
544.00 TO NODE 544.00 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.) = 7.38 RAINFALL INTENSITY(INCH/HR) = 4.92 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE =
3.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.01 7.06 5.061
0.54 2 3.28 7.38 4.921 0.94 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 5.16 7.06 5.061 2 5.24 7.38 4.921 COMPUTED
CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.24 Tc(MIN.) = 7.38 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 544.00
= 499.00 FEET. ****************************************************************************
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============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 385.00 FLOW LENGTH(FEET) = 145.00
MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22 ESTIMATED PIPE
DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.71 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE 530.00 TO NODE
548.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 548.00 TO NODE 548.00 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.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 4.69 TOTAL STREAM
AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.71 **************************************************************************** FLOW PROCESS FROM NODE 546.00
TO NODE 547.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====================================
======================================== RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA
FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 393.90 DOWNSTREAM ELEVATION(FEET) = 392.50 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.)
= 4.960 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 72.50 (Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA
RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM
NODE 547.00 TO NODE 548.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 392.50 DOWNSTREAM ELEVATION(FEET)
= 386.80 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET
CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's
FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200
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SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's
FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET
FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW
TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 6.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.353 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.93 SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) =
1.0 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.36 FLOW VELOCITY(FEET/SEC.) = 3.25
DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 541.00 TO NODE 545.00 = 358.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 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.) = 6.47 RAINFALL INTENSITY(INCH/HR) = 5.35 TOTAL STREAM AREA(ACRES) = 1.02 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 3.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
5.24 7.68 4.793 1.48 2 3.88 6.47 5.353 1.02 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 8.57 6.47 5.353 2
8.71 7.68 4.793 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.71 Tc(MIN.) = 7.68 TOTAL AREA(ACRES) = 2.5 LONGEST FLOWPATH
FROM NODE 530.00 TO NODE 545.00 = 659.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 548.00
IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE
(NON-PRESSURE FLOW)<<<<<
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PIPE-FLOW VELOCITY(FEET/SEC.) = 10.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.34 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.)
= 8.04 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 554.00 = 864.00 FEET. **************************************************************************** FLOW PROCESS FROM
NODE 554.00 TO NODE 554.00 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.) = 8.04
RAINFALL INTENSITY(INCH/HR) = 4.66 TOTAL STREAM AREA(ACRES) = 3.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.34 *************************************************************************
*** FLOW PROCESS FROM NODE 550.00 TO NODE 552.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA
ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS
"D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 144.00 UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 399.00 ELEVATION DIFFERENCE(FEET)
= 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 77.78
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL
INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55 ***************************************************************
************* FLOW PROCESS FROM NODE 552.00 TO NODE 554.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW
TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) =
398.80 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 675.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
= 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.33
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**TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET)
= 8.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 6.64 100 YEAR
RAINFALL INTENSITY(INCH/HOUR) = 5.264 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE
RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 4.07 END OF SUBAREA
STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.83 FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM
NODE 546.00 TO NODE 548.00 = 360.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 548.00 TO NODE 548.00
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.) = 6.64 RAINFALL INTENSITY(INCH/HR) = 5.26 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.07 ** CONFLUENCE
DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.71 7.94 4.691 2.50 2
4.07 6.64 5.264 1.09 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 11.84 6.64 5.264 2 12.34 7.94 4.691 COMPUTED CONFLUENCE
ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.34 Tc(MIN.) = 7.94 TOTAL AREA(ACRES) = 3.6 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 548.00 = 804.00
FEET. **************************************************************************** FLOW PROCESS FROM NODE 548.00 TO NODE 554.00 IS CODE = 31 ------------------------------------------------
---------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =================================================
=========================== ELEVATION DATA: UPSTREAM(FEET) = 384.50 DOWNSTREAM(FEET) = 383.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH
PIPE IS 11.1 INCHES
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**************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 11 ------------------------------------------------------
---------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM
CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.00 8.09 4.635 4.74 LONGEST
FLOWPATH FROM NODE 530.00 TO NODE 556.00 = 900.70 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 22.02 8.70 4.423 10.75 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 556.00 = 1220.00 FEET. ** PEAK FLOW RATE TABLE
** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 37.48 8.09 4.635 2 38.24 8.70 4.423 COMPUTED
CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.24 Tc(MIN.) = 8.70 TOTAL AREA(ACRES) = 15.5 ************************************************************************
**** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE
556.00 TO NODE 568.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING
COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 382.20 DOWNSTREAM(FEET)
= 352.00 FLOW LENGTH(FEET) = 388.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.64 ESTIMATED PIPE DIAMETER(INCH)
= 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.24 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 568.00 =
1608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 568.00 TO NODE 568.00 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.) = 9.00 RAINFALL INTENSITY(INCH/HR) = 4.33 TOTAL STREAM AREA(ACRES) =
15.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 38.24 ****************************************************************************
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AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) = 6.20 100 YEAR RAINFALL
INTENSITY(INCH/HOUR) = 5.503 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF
COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 5.03 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 5.51 END OF SUBAREA STREET
FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.95 FLOW VELOCITY(FEET/SEC.) = 3.56 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE
550.00 TO NODE 554.00 = 819.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 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.) = 6.20 RAINFALL INTENSITY(INCH/HR) = 5.50 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.51 ** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.34 8.04 4.656 3.59 2 5.51
6.20 5.503 1.15 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 15.95 6.20 5.503 2 17.00 8.04 4.656 COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.00 Tc(MIN.) = 8.04 TOTAL AREA(ACRES) = 4.7 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 554.00 = 864.00 FEET. *********************
******************************************************* FLOW PROCESS FROM NODE 554.00 TO NODE 556.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 383.00 DOWNSTREAM(FEET) = 382.20 FLOW LENGTH(FEET) = 36.70 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW
VELOCITY(FEET/SEC.) = 11.07 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.00 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.09
LONGEST FLOWPATH FROM NODE 530.00 TO NODE 556.00 = 900.70 FEET.
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FLOW PROCESS FROM NODE 564.00 TO NODE 566.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 378.00 DOWNSTREAM(FEET) = 374.20 FLOW LENGTH(FEET) = 322.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =
7.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.67 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 7.73 LONGEST FLOWPATH FROM
NODE 560.00 TO NODE 566.00 = 976.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 564.00 TO NODE 566.00
IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =====================================================
======================= 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.775 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER
(AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) =
13.70 TC(MIN.) = 7.73 **************************************************************************** FLOW PROCESS FROM NODE 566.00 TO NODE 568.00 IS CODE = 31 --------------------------
-------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===========================
================================================= ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 350.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.012 ESTIMATED
PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER
OF PIPES = 1 PIPE-FLOW(CFS) = 13.70 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.82 LONGEST FLOWPATH FROM NODE 560.00 TO NODE 568.00 = 1106.00 FEET. *********************
******************************************************* FLOW PROCESS FROM NODE 568.00 TO NODE 568.00 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.) = 7.82 RAINFALL INTENSITY(INCH/HR) = 4.74 TOTAL STREAM
AREA(ACRES) = 4.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.)
(INCH/HOUR) (ACRE) 1 38.24 9.00 4.328 15.49 2 13.70 7.82 4.738 4.04
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FLOW PROCESS FROM NODE 560.00 TO NODE 562.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA
ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 394.00 DOWNSTREAM ELEVATION(FEET) = 384.50 ELEVATION DIFFERENCE(FEET)
= 9.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.091 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) =
6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.45 ***************************************
************************************* FLOW PROCESS FROM NODE 562.00 TO NODE 564.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
UPSTREAM ELEVATION(FEET) = 384.00 DOWNSTREAM ELEVATION(FEET) = 378.00 STREET LENGTH(FEET) = 564.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM
CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section
= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.60 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.40 SPLIT DEPTH(FEET) = 0.25 SPLIT FLOOD WIDTH(FEET) = 6.14 SPLIT FLOW(CFS) = 0.86 SPLIT VELOCITY(FEET/SEC.) =
1.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 3.91 Tc(MIN.) = 7.01 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.087 RESIDENTIAL (24.
DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.30
SUBAREA RUNOFF(CFS) = 8.31 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 8.67 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET
FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 560.00 TO NODE 564.00 = 654.00 FEET. **********************
******************************************************
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FLOW PROCESS FROM NODE 19.00 TO NODE 19.00 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.) = 6.27 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 0.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
50.75 9.12 4.291 19.53 2 0.46 6.27 5.466 0.24 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 40.30 6.27 5.466 2
51.11 9.12 4.291 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.11 Tc(MIN.) = 9.12 TOTAL AREA(ACRES) = 19.8 LONGEST FLOWPATH
FROM NODE 501.00 TO NODE 19.00 = 1788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 586.00
IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE
(NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 335.00 DOWNSTREAM(FEET) = 315.00 FLOW
LENGTH(FEET) = 200.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.04 ESTIMATED PIPE DIAMETER(INCH) = 21.00
NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.11 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 586.00 = 1988.00 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 10 ------------------------------------------------------
---------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ ***************************************
************************************* FLOW PROCESS FROM NODE 570.00 TO NODE 572.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 104.00 UPSTREAM ELEVATION(FEET) = 387.90
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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 46.93 7.82 4.738 2 50.75 9.00 4.328 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS)
= 50.75 Tc(MIN.) = 9.00 TOTAL AREA(ACRES) = 19.5 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 568.00 = 1608.00 FEET. *******************************************************
********************* FLOW PROCESS FROM NODE 568.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW
TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION
DATA: UPSTREAM(FEET) = 353.00 DOWNSTREAM(FEET) = 335.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.)
= 25.03 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.75 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM
NODE 501.00 TO NODE 19.00 = 1788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00
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.) = 9.12 RAINFALL INTENSITY(INCH/HR)
= 4.29 TOTAL STREAM AREA(ACRES) = 19.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.75 **************************************************************************** FLOW PROCESS
FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER
(AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 237.00 UPSTREAM ELEVATION(FEET) = 370.00 DOWNSTREAM ELEVATION(FEET) = 340.00 ELEVATION DIFFERENCE(FEET) = 30.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference:
Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) =
0.46 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.46 ****************************************************************************
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PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 575.00 = 604.00 FEET. ******************************************************************
********** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 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.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 4.59 TOTAL STREAM AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33 *************************
*************************************************** FLOW PROCESS FROM NODE 571.00 TO NODE 573.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 117.00 UPSTREAM ELEVATION(FEET) = 383.70 DOWNSTREAM ELEVATION(FEET)
= 383.00 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.062 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 52.95 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.585 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.48 ****************************************************************************
FLOW PROCESS FROM NODE 573.00 TO NODE 575.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 383.00 DOWNSTREAM
ELEVATION(FEET) = 376.80 STREET LENGTH(FEET) = 476.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 3.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.48 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 9.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.294
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DOWNSTREAM ELEVATION(FEET) = 387.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.752 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER
THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.96 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.777 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.37 *************************************************
*************************** FLOW PROCESS FROM NODE 572.00 TO NODE 574.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE
STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET)
= 387.00 DOWNSTREAM ELEVATION(FEET) = 380.00 STREET LENGTH(FEET) = 292.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
= 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 1.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.42 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 7.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.821 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.33 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.20 FLOW VELOCITY(FEET/SEC.) = 2.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 570.00 TO NODE
574.00 = 396.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 575.00 IS CODE = 31 ---------------------------
------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================
================================================ ELEVATION DATA: UPSTREAM(FEET) = 380.00 DOWNSTREAM(FEET) = 376.80 FLOW LENGTH(FEET) = 208.00 MANNING'S N = 0.012 ESTIMATED
PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER
OF PIPES = 1 PIPE-FLOW(CFS) = 2.33
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>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.090
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES)
= 1.00 SUBAREA RUNOFF(CFS) = 2.90 TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) = 11.41 TC(MIN.) = 9.82 *********************************************************************
******* FLOW PROCESS FROM NODE 578.00 TO NODE 584.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL
TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA:
UPSTREAM(FEET) = 373.00 DOWNSTREAM(FEET) = 370.50 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.)
= 8.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.41 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM
NODE 570.00 TO NODE 584.00 = 1113.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 584.00 TO NODE 584.00
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.) = 10.21 RAINFALL INTENSITY(INCH/HR)
= 3.99 TOTAL STREAM AREA(ACRES) = 3.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.41 **************************************************************************** FLOW PROCESS
FROM NODE 580.00 TO NODE 582.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE
NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 378.00 DOWNSTREAM ELEVATION(FEET) = 376.50 ELEVATION DIFFERENCE(FEET) =
1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.245 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 68.64
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.131 SUBAREA RUNOFF(CFS)
= 0.52 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE
582.00 TO NODE 584.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
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RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES)
= 2.13 SUBAREA RUNOFF(CFS) = 6.49 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 571.00 TO NODE 575.00 = 593.00
FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 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.) = 9.11 RAINFALL INTENSITY(INCH/HR) =
4.29 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER
(CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.33 8.21 4.591 0.68 2 6.86 9.11 4.294 2.25 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 8.51 8.21 4.591 2 9.04 9.11 4.294 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.04 Tc(MIN.) =
9.11 TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 575.00 = 604.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 575.00 TO NODE 578.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 376.80 DOWNSTREAM(FEET) = 373.00 FLOW LENGTH(FEET) = 320.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =
7.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.04 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 9.82 LONGEST FLOWPATH FROM
NODE 570.00 TO NODE 578.00 = 924.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 578.00
IS CODE = 81 ----------------------------------------------------------------------------
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STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.41 8.30 4.561 2 19.66 10.21 3.990 COMPUTED CONFLUENCE
ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.66 Tc(MIN.) = 10.21 TOTAL AREA(ACRES) = 6.8 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 584.00 = 1113.00
FEET. **************************************************************************** FLOW PROCESS FROM NODE 584.00 TO NODE 586.00 IS CODE = 31 ------------------------------------------------
---------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =================================================
=========================== ELEVATION DATA: UPSTREAM(FEET) = 370.50 DOWNSTREAM(FEET) = 315.00 FLOW LENGTH(FEET) = 161.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH)
INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 32.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS)
= 19.66 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.29 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 586.00 = 1274.00 FEET. *****************************************************
*********************** FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE
MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF
Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.66 10.29 3.969 6.84 LONGEST FLOWPATH FROM NODE 570.00 TO NODE
586.00 = 1274.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 51.11 9.25 4.251 19.77 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 586.00 = 1988.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc
INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 68.78 9.25 4.251 2 67.38 10.29 3.969 COMPUTED CONFLUENCE ESTIMATES ARE AS
FOLLOWS: PEAK FLOW RATE(CFS) = 68.78 Tc(MIN.) = 9.25 TOTAL AREA(ACRES) = 26.6 **************************************************************************** FLOW
PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ==========================
================================================== **************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 594.00 IS
CODE = 31 ----------------------------------------------------------------------------
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>>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 376.50 DOWNSTREAM ELEVATION(FEET)
= 370.50 STREET LENGTH(FEET) = 478.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET
CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's
FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
= 5.04 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.61 SPLIT
DEPTH(FEET) = 0.25 SPLIT FLOOD WIDTH(FEET) = 6.33 SPLIT FLOW(CFS) = 0.97 SPLIT VELOCITY(FEET/SEC.) = 1.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET
FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 8.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.561 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 9.03 TOTAL AREA(ACRES) =
2.9 PEAK FLOW RATE(CFS) = 9.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.78
DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 580.00 TO NODE 584.00 = 588.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 584.00 TO NODE 584.00 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.) = 8.30 RAINFALL INTENSITY(INCH/HR) = 4.56 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 9.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
11.41 10.21 3.990 3.93 2 9.42 8.30 4.561 2.91 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR
2 STREAMS. ** PEAK FLOW RATE TABLE **
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Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.32 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.91 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.67 STREET
FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 4.67 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM
DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 1.25
SUBAREA RUNOFF(CFS) = 6.88 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 7.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD
WIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.) = 6.73 DEPTH*VELOCITY(FT*FT/SEC.) = 2.22 LONGEST FLOWPATH FROM NODE 590.00 TO NODE 594.00 = 918.00 FEET. ****************************
************************************************ FLOW PROCESS FROM NODE 594.00 TO NODE 594.00 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.) = 4.67 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM
AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.)
(INCH/HOUR) (ACRE) 1 68.78 9.36 4.219 26.61 2 7.76 4.67 6.323 1.41 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 42.05
4.67 6.323 2 73.96 9.36 4.219 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.96 Tc(MIN.) = 9.36 TOTAL AREA(ACRES)
= 28.0 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 594.00 = 2174.00 FEET. **************************************************************************** FLOW PROCESS
FROM NODE 594.00 TO NODE 1.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 295.00
DOWNSTREAM(FEET) = 294.00
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>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 315.00 DOWNSTREAM(FEET) = 295.00 FLOW LENGTH(FEET) = 186.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW
VELOCITY(FEET/SEC.) = 28.11 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.78 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 9.36
LONGEST FLOWPATH FROM NODE 501.00 TO NODE 594.00 = 2174.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE
594.00 TO NODE 594.00 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.) = 9.36 RAINFALL
INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES) = 26.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.78 ****************************************************************************
FLOW PROCESS FROM NODE 590.00 TO NODE 592.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA
ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS
"D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 382.20 DOWNSTREAM ELEVATION(FEET) = 378.00 ELEVATION DIFFERENCE(FEET)
= 4.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.339 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 87.83
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL
INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.88 ***************************************************************
************* FLOW PROCESS FROM NODE 592.00 TO NODE 594.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW
TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) =
378.00 DOWNSTREAM ELEVATION(FEET) = 295.00 STREET LENGTH(FEET) = 826.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
= 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160
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100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.250 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.35 *************************************************
*************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE
NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) =
460.00 DOWNSTREAM(FEET) = 372.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 336.00 CHANNEL SLOPE = 0.2619 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.35 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 6.27 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 25.00 = 402.00 FEET. ************************************************************************
**** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE
PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.464 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT
= .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 2.46 SUBAREA RUNOFF(CFS) = 4.70
TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 5.01 TC(MIN.) = 6.27 **************************************************************************** FLOW PROCESS FROM
NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 372.00
DOWNSTREAM(FEET) = 305.00 FLOW LENGTH(FEET) = 897.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.01 PIPE TRAVEL TIME(MIN.) = 1.18 Tc(MIN.)
= 7.45 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 26.00 = 1299.00 FEET. **************************************************************************** FLOW PROCESS FROM
NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.00
DOWNSTREAM(FEET) = 284.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.01 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.)
= 7.66
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FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.34 ESTIMATED PIPE DIAMETER(INCH) =
36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.96 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 9.45 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 1.00 = 2245.00
FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 1.00 IS CODE = 81 ------------------------------------------------
---------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOU
R) = 4.193 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6113 SUBAREA
AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 30.1 TOTAL RUNOFF(CFS) = 77.13 TC(MIN.) = 9.45 *********************************************************
******************* FLOW PROCESS FROM NODE 1.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW
TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION
DATA: UPSTREAM(FEET) = 294.00 DOWNSTREAM(FEET) = 285.00 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.)
= 27.54 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 77.13 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.51 LONGEST FLOWPATH FROM
NODE 501.00 TO NODE 27.00 = 2343.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00
IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ===============================================
============================= +--------------------------------------------------------------------------+ | BEGIN OFFSITE HYD
| | | | | +-----------------------------------------
---------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 --------------------
-------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 66.00 UPSTREAM ELEVATION(FEET)
= 476.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.091 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE,
10.%, IS USED IN Tc CALCULATION!
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**************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 602.00 IS CODE = 21 ------------------------------------------------------
---------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM
DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 296.00
DOWNSTREAM ELEVATION(FEET) = 285.00 ELEVATION DIFFERENCE(FEET) = 11.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.664 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%,
IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES)
= 0.12 TOTAL RUNOFF(CFS) = 0.66 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 28.00 IS CODE
= 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 285.00 DOWNSTREAM ELEVATION(FEET) = 262.00 STREET LENGTH(FEET) = 386.00
CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET
CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)
= 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.26 STREETFLOW MODEL RESULTS USING
ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)
= 1.07 STREET FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 3.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS
& ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES)
= 0.58 SUBAREA RUNOFF(CFS) = 3.19 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29
HALFSTREET FLOOD WIDTH(FEET) = 8.39 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 28.00 = 461.00
FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 1 ------------------------------------------------
---------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
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LONGEST FLOWPATH FROM NODE 23.00 TO NODE 27.00 = 1484.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE
27.00 TO NODE 27.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 5.01 7.66 4.803 2.62 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 27.00 = 1484.00 FEET. ** MEMORY BANK #
2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 77.13 9.51 4.176 30.09
LONGEST FLOWPATH FROM NODE 501.00 TO NODE 27.00 = 2343.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR)
1 67.12 7.66 4.803 2 81.49 9.51 4.176 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.49 Tc(MIN.) =
9.51 TOTAL AREA(ACRES) = 32.7 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE =
12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================
**************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 31 ------------------------------------------------------
---------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =======================================================
===================== ELEVATION DATA: UPSTREAM(FEET) = 283.90 DOWNSTREAM(FEET) = 264.00 FLOW LENGTH(FEET) = 343.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE
IS 20.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.49 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 81.49 PIPE TRAVEL TIME(MIN.) =
0.24 Tc(MIN.) = 9.75 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 28.00 = 2686.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 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.) = 9.75 RAINFALL INTENSITY(INCH/HR) = 4.11 TOTAL STREAM AREA(ACRES) = 32.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 81.49
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**************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 126.00 IS CODE = 52 ------------------------------------------------------
---------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 248.00 DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 249.00 CHANNEL SLOPE = 0.0643 CHANNEL FLOW THRU SUBAREA(CFS)
= 145.38 FLOW VELOCITY(FEET/SEC) = 13.48 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 19.82 LONGEST FLOWPATH FROM NODE 110.00 TO NODE
126.00 = 4661.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 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.) = 19.82 RAINFALL INTENSITY(INCH/HR) = 2.60 TOTAL STREAM
AREA(ACRES) = 97.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 145.38 **************************************************************************** FLOW PROCESS FROM NODE 30.00
TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====================================
======================================== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET)
= 123.00 UPSTREAM ELEVATION(FEET) = 452.00 DOWNSTREAM ELEVATION(FEET) = 420.00 ELEVATION DIFFERENCE(FEET) = 32.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.33 TOTAL
RUNOFF(CFS) = 0.63 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 52 ------------------------------
---------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ====================================================================
======== ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET) = 418.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 391.00 CHANNEL SLOPE = 0.0051 NOTE: CHANNEL FLOW OF 1.
CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.63 FLOW VELOCITY(FEET/SEC) = 1.07 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) =
6.07 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 34.00 = 514.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 81 ----------------------------------------------------------------------------
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>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES
USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 3.21 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 3.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 81.49 9.75
4.109 32.71 2 3.85 3.21 6.323 0.70 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 30.68 3.21 6.323 2 83.99 9.75
4.109 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 83.99 Tc(MIN.) = 9.75 TOTAL AREA(ACRES) = 33.4 LONGEST FLOWPATH FROM NODE 501.00
TO NODE 28.00 = 2686.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 11
---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ======================================================
====================== ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 83.99
9.75 4.109 33.41 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 28.00 = 2686.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc
INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 91.67 19.51 2.628 63.88 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 28.00
= 4412.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 129.82 9.75 4.109
2 145.38 19.51 2.628 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 145.38 Tc(MIN.) = 19.51 TOTAL AREA(ACRES) = 97.3 *********************
******************************************************* FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 12 ----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================
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NUMBER (CFS) (MIN.) (INCH/HOUR) 1 139.23 15.78 3.012 2 165.62 19.82 2.601 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK
FLOW RATE(CFS) = 165.62 Tc(MIN.) = 19.82 TOTAL AREA(ACRES) = 117.5 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 126.00 = 4661.60 FEET. +---------------------------------------
-----------------------------------+ | EDN PROPOSED CONDITION HYD | | SUNBOW PA-23
| | | +--------------------------------------------------------------------------+ ===================================
========================================= END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 117.5 TC(MIN.) = 19.82 PEAK FLOW RATE(CFS) = 165.62 =====================================
======================================= ============================================================================ END OF RATIONAL METHOD ANALYSIS
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>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.531
RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6300 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89 AREA-AVERAGE RUNOFF COEFFICIENT = 0.5973 SUBAREA
AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 5.97 TC(MIN.) = 12.34 *********************************************************
******************* FLOW PROCESS FROM NODE 34.00 TO NODE 126.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL
VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 418.00
DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1437.70 CHANNEL SLOPE = 0.1294 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW
THRU SUBAREA(CFS) = 5.97 FLOW VELOCITY(FEET/SEC) = 6.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 15.78 LONGEST FLOWPATH FROM NODE
30.00 TO NODE 126.00 = 1951.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 126.00 IS CODE
= 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =============================================================
=============== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.012 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II)
= 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3846 SUBAREA AREA(ACRES) = 17.40 SUBAREA RUNOFF(CFS) = 18.35 TOTAL AREA(ACRES) = 20.2 TOTAL RUNOFF(CFS) = 23.44
TC(MIN.) = 15.78 **************************************************************************** FLOW PROCESS FROM NODE 126.00 TO NODE 126.00 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.) = 15.78 RAINFALL INTENSITY(INCH/HR)
= 3.01 TOTAL STREAM AREA(ACRES) = 20.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER
(CFS) (MIN.) (INCH/HOUR) (ACRE) 1 145.38 19.82 2.601 97.29 2 23.44 15.78 3.012 20.23 RAINFALL INTENSITY AND
TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY
Drainage Study for
Sunbow II, Phase 3
PROPOSED CONDITION (ATTENUATED)
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SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.879 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.696 SUBAREA
RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM
NODE 102.00 TO NODE 104.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME
THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET) = 438.00 CHANNEL LENGTH
THRU SUBAREA(FEET) = 317.00 CHANNEL SLOPE = 0.0694 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.40 FLOW VELOCITY(FEET/SEC)
= 3.95 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 7.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 405.00 FEET. ************************
**************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 104.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.991
NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES)
= 1.73 SUBAREA RUNOFF(CFS) = 3.02 TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 3.37 TC(MIN.) = 7.22 *********************************************************************
******* FLOW PROCESS FROM NODE 104.00 TO NODE 128.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL
TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA:
UPSTREAM(FEET) = 438.00 DOWNSTREAM(FEET) = 403.20 FLOW LENGTH(FEET) = 594.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN
18.0 INCH PIPE IS 4.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.37 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.37 PIPE TRAVEL
TIME(MIN.) = 0.95 Tc(MIN.) = 8.17 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 128.00 = 999.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO
MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW
PROCESS FROM NODE 110.00 TO NODE 112.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D"
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____________________________________________________________________________ **************************************************************************** RATIONAL METHOD
HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003,1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-2015
Advanced Engineering Software (aes) Ver. 22.0 Release Date: 07/01/2015 License ID 1239 Analysis prepared by: ------------------------------------------------
---------------------------- FILE NAME: R:\\1561\\HYD\\DR\\CALCS\\TM\\AES\\PRATT.DAT TIME/DATE OF STUDY: 12:36 06/19/2020 -------------------------------------------------------------------------
--- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA USER SPECIFIED
STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.400 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION
SLOPE = 0.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *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 12.0
6.0 0.020/0.020/0.020 0.50 1.50 0.0313 0.125 0.0160 2 15.0 7.5 0.020/0.020/0.020 0.33 1.50 0.0313 0.125 0.0130 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 5.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY
GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* +--------------------------------------------------------------------------+ | APPLY THE ATTENUATED FLOW DATA AS BASIN INFLOW
| | | | |
+--------------------------------------------------------------------------+ **************************************************************************** FLOW PROCESS FROM NODE
100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================
================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA
FLOW-LENGTH(FEET) = 88.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET) = 460.00 ELEVATION DIFFERENCE(FEET) = 14.00
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**************************************************************************** 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.) = 6.27 RAINFALL INTENSITY(INCH/HR) = 5.47
TOTAL STREAM AREA(ACRES) = 0.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 0.35 6.64 5.265 0.19 2 0.42 6.27 5.466 0.22 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 0.75
6.27 5.466 2 0.76 6.64 5.265 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 0.76 Tc(MIN.) = 6.64 TOTAL AREA(ACRES)
= 0.4 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 402.00 FEET. **************************************************************************** FLOW PROCESS
FROM NODE 114.00 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) = 408.00
DOWNSTREAM(FEET) = 402.70 FLOW LENGTH(FEET) = 650.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.76 PIPE TRAVEL TIME(MIN.) = 3.25 Tc(MIN.)
= 9.89 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 1052.00 FEET. **************************************************************************** FLOW PROCESS FROM
NODE 124.00 TO NODE 124.00 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.) = 9.89
RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 0.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.76 *************************************************************************
*** FLOW PROCESS FROM NODE 120.00 TO NODE 122.00 IS CODE = 21
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S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 342.00 UPSTREAM ELEVATION(FEET) = 464.00 DOWNSTREAM ELEVATION(FEET) = 434.00 ELEVATION DIFFERENCE(FEET)
= 30.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.546 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.315 SUBAREA
RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.19 TOTAL RUNOFF(CFS) = 0.35 **************************************************************************** FLOW PROCESS FROM
NODE 112.00 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) = 434.00
DOWNSTREAM(FEET) = 408.60 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 0.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.35 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.)
= 6.64 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 114.00 = 402.00 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.) = 6.64
RAINFALL INTENSITY(INCH/HR) = 5.27 TOTAL STREAM AREA(ACRES) = 0.19 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.35 *************************************************************************
*** FLOW PROCESS FROM NODE 116.00 TO NODE 114.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA
ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S.
CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 200.00 UPSTREAM ELEVATION(FEET) = 440.00 DOWNSTREAM ELEVATION(FEET) = 412.00 ELEVATION DIFFERENCE(FEET)
= 28.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA
RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.22 TOTAL RUNOFF(CFS) = 0.42
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>>>>>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.) = 12.79 RAINFALL INTENSITY(INCH/HR) = 3.45 TOTAL STREAM
AREA(ACRES) = 3.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.)
(INCH/HOUR) (ACRE) 1 0.76 9.89 4.072 0.41 2 7.94 12.79 3.451 3.31 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 6.90
9.89 4.072 2 8.58 12.79 3.451 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.58 Tc(MIN.) = 12.79 TOTAL AREA(ACRES)
= 3.7 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 124.00 = 1052.00 FEET. **************************************************************************** FLOW PROCESS
FROM NODE 124.00 TO NODE 127.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 402.70
DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.36 ESTIMATED
PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.58 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 12.92 LONGEST FLOWPATH FROM NODE 110.00 TO
NODE 127.00 = 1112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 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.) = 12.92 RAINFALL INTENSITY(INCH/HR) = 3.43 TOTAL STREAM
AREA(ACRES) = 3.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.58 **************************************************************************** FLOW PROCESS FROM NODE 121.00
TO NODE 123.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====================================
======================================== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
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---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====================================================================
======== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM
ELEVATION(FEET) = 460.00 DOWNSTREAM ELEVATION(FEET) = 420.00 ELEVATION DIFFERENCE(FEET) = 40.00 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) = 5.466 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS)
= 0.27 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 124.00 IS CODE = 62 ------------------------------------------
---------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ==============================================================
============== UPSTREAM ELEVATION(FEET) = 408.60 DOWNSTREAM ELEVATION(FEET) = 402.70 STREET LENGTH(FEET) = 788.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS
CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk
Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.15 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET)
= 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.01 SPLIT DEPTH(FEET) = 0.27 SPLIT FLOOD WIDTH(FEET) = 7.27 SPLIT FLOW(CFS) = 1.01 SPLIT VELOCITY(FEET/SEC.)
= 1.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) =
2.01 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 6.52 Tc(MIN.) = 12.79 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.451 RESIDENTIAL
(24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.695 SUBAREA AREA(ACRES) =
3.17 SUBAREA RUNOFF(CFS) = 7.77 TOTAL AREA(ACRES) = 3.3 PEAK FLOW RATE(CFS) = 7.94 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET
FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 120.00 TO NODE 124.00 = 888.00 FEET. **********************
****************************************************** FLOW PROCESS FROM NODE 124.00 TO NODE 124.00 IS CODE = 1 ----------------------------------------------------------------------------
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>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES
USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.89 RAINFALL INTENSITY(INCH/HR) = 4.71 TOTAL STREAM AREA(ACRES) = 1.57 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 2.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.58 12.92
3.428 3.72 2 2.75 7.89 4.713 1.57 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 8.99 7.89 4.713 2 10.58 12.92
3.428 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.58 Tc(MIN.) = 12.92 TOTAL AREA(ACRES) = 5.3 LONGEST FLOWPATH FROM NODE 110.00
TO NODE 127.00 = 1112.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 127.00 TO NODE 128.00 IS CODE = 31
---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE
FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 404.00 DOWNSTREAM(FEET) = 403.20 FLOW LENGTH(FEET)
= 80.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.14 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES
= 1 PIPE-FLOW(CFS) = 10.58 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 13.11 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 128.00 = 1192.00 FEET. ******************************
********************************************** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 11 ----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.58 13.11 3.396 5.29 LONGEST FLOWPATH FROM
NODE 110.00 TO NODE 128.00 = 1192.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR)
(ACRE) 1 3.37 8.17 4.607 1.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 128.00 = 999.00 FEET. ** PEAK FLOW RATE TABLE **
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SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00 UPSTREAM ELEVATION(FEET) = 474.00 DOWNSTREAM ELEVATION(FEET)
= 460.00 ELEVATION DIFFERENCE(FEET) = 14.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.311 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.441 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.34 ****************************************************************************
FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL
FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 460.00 DOWNSTREAM(FEET)
= 440.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 229.00 CHANNEL SLOPE = 0.0873 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS)
= 0.34 FLOW VELOCITY(FEET/SEC) = 4.43 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 7.17 LONGEST FLOWPATH FROM NODE 121.00 TO NODE
125.00 = 372.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 123.00 TO NODE 125.00 IS CODE = 81 -------------------------
--------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.011 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE
RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 1.6 TOTAL RUNOFF(CFS) = 2.75 TC(MIN.) = 7.17 *******************
********************************************************* FLOW PROCESS FROM NODE 125.00 TO NODE 127.00 IS CODE = 31 --------------------------------------------------------------------------
-- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===========================================================================
= ELEVATION DATA: UPSTREAM(FEET) = 408.00 DOWNSTREAM(FEET) = 402.00 FLOW LENGTH(FEET) = 290.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
2.75 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 7.89 LONGEST FLOWPATH FROM NODE 121.00 TO NODE 127.00 = 662.00 FEET. ************************************************************
**************** FLOW PROCESS FROM NODE 127.00 TO NODE 127.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT
STREAM FOR CONFLUENCE<<<<<
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**************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 134.00 IS CODE = 62 ------------------------------------------------------
---------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ==========================================================================
== UPSTREAM ELEVATION(FEET) = 417.00 DOWNSTREAM ELEVATION(FEET) = 402.45 STREET LENGTH(FEET) = 673.30 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE
FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING
RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow
Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET
FLOOD WIDTH(FEET) = 10.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01 STREET FLOW TRAVEL TIME(MIN.) = 3.65 Tc(MIN.) =
9.91 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.067 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II)
= 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.589 SUBAREA AREA(ACRES) = 2.70 SUBAREA RUNOFF(CFS) = 6.59 TOTAL AREA(ACRES) = 2.8 PEAK FLOW RATE(CFS) =
6.76 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.25
LONGEST FLOWPATH FROM NODE 130.00 TO NODE 134.00 = 774.30 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.) = 9.91 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 2.82 PEAK FLOW RATE(CFS) AT CONFLUENCE =
6.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.07 13.15 3.388
7.22 2 6.76 9.91 4.067 2.82 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE
TABLE ** STREAM RUNOFF Tc INTENSITY
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STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.97 8.17 4.607 2 13.07 13.11 3.396 COMPUTED
CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.07 Tc(MIN.) = 13.11 TOTAL AREA(ACRES) = 7.2 ************************************************************************
**** FLOW PROCESS FROM NODE 128.00 TO NODE 128.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE
128.00 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) = 403.20 DOWNSTREAM(FEET)
= 402.45 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.87 ESTIMATED PIPE DIAMETER(INCH)
= 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.07 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.15 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 134.00 =
1222.00 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.) = 13.15 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) =
7.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.07 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 132.00
IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ======================================================
====================== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) =
101.00 UPSTREAM ELEVATION(FEET) = 450.00 DOWNSTREAM ELEVATION(FEET) = 417.00 ELEVATION DIFFERENCE(FEET) = 33.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE
MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 0.12 TOTAL
RUNOFF(CFS) = 0.23
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INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 4.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 3.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 7.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.978 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600
SUBAREA AREA(ACRES) = 2.40 SUBAREA RUNOFF(CFS) = 7.17 TOTAL AREA(ACRES) = 2.5 PEAK FLOW RATE(CFS) = 7.53 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 140.00 TO NODE
144.00 = 749.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 144.00 TO NODE 145.00 IS CODE = 31 --------------------------
-------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ===========================
================================================= ELEVATION DATA: UPSTREAM(FEET) = 398.00 DOWNSTREAM(FEET) = 393.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.012 ESTIMATED
PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER
OF PIPES = 1 PIPE-FLOW(CFS) = 7.53 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.56 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 145.00 = 934.00 FEET. *********************
******************************************************* FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 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.) = 7.56 RAINFALL INTENSITY(INCH/HR) = 4.84 TOTAL STREAM AREA(ACRES) = 2.52 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 7.53 **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 143.00 IS CODE = 21 ------------------------------------------
---------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9
DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D"
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NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.61 9.91 4.067 2 18.70 13.15 3.388 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK
FLOW RATE(CFS) = 18.70 Tc(MIN.) = 13.15 TOTAL AREA(ACRES) = 10.0 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 134.00 = 1222.00 FEET. ****************************************
************************************ FLOW PROCESS FROM NODE 134.00 TO NODE 146.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 402.45 DOWNSTREAM(FEET) = 392.90 FLOW LENGTH(FEET) = 352.60 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW
VELOCITY(FEET/SEC.) = 12.30 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.70 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.63
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 146.00 = 1574.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE
146.00 TO NODE 146.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ======================
====================================================== **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 142.00
IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ======================================================
====================== RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET)
= 106.00 UPSTREAM ELEVATION(FEET) = 435.00 DOWNSTREAM ELEVATION(FEET) = 415.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.178
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS)
= 0.46 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE
142.00 TO NODE 144.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET
TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 415.60 DOWNSTREAM ELEVATION(FEET) = 398.00
STREET LENGTH(FEET) = 643.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
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TOTAL STREAM AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 7.53 7.56 4.844 2.52 2 4.00 10.21 3.990 1.67 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 10.49
7.56 4.844 2 10.20 10.21 3.990 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.49 Tc(MIN.) = 7.56 TOTAL AREA(ACRES)
= 4.2 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 145.00 = 934.00 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: UPSTREAM(FEET) = 394.00
DOWNSTREAM(FEET) = 393.00 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.90 ESTIMATED
PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.49 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 7.63 LONGEST FLOWPATH FROM NODE 140.00 TO
NODE 146.00 = 979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 146.00 IS CODE = 11 --------------------
-------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ===========================================================================
= ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.49 7.63 4.813
4.19 LONGEST FLOWPATH FROM NODE 140.00 TO NODE 146.00 = 979.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.70 13.63 3.311 10.04 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 146.00 = 1574.60 FEET.
** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.96 7.63 4.813 2 25.91
13.63 3.311 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
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S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00 UPSTREAM ELEVATION(FEET) = 407.00 DOWNSTREAM ELEVATION(FEET) = 406.00 ELEVATION DIFFERENCE(FEET)
= 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.640 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 55.00
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.810 SUBAREA
RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM
NODE 143.00 TO NODE 145.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET)
= 393.00 STREET LENGTH(FEET) = 478.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET
CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's
FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
= 2.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.92 AVERAGE FLOW VELOCITY(FEET/SEC.) =
3.10 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 10.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.990 RESIDENTIAL
(10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) =
1.49 SUBAREA RUNOFF(CFS) = 3.57 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 4.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET
FLOOD WIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.) = 3.47 DEPTH*VELOCITY(FT*FT/SEC.) = 1.14 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 145.00 = 628.00 FEET. **********************
****************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 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.) = 10.21 RAINFALL INTENSITY(INCH/HR) = 3.99
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UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET) = 391.00 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE
FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING
RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow
Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET
FLOOD WIDTH(FEET) = 8.02 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.99 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) =
9.56 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.164 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II)
= 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600 SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.50 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) =
3.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.27 FLOW VELOCITY(FEET/SEC.) = 3.37 DEPTH*VELOCITY(FT*FT/SEC.) = 1.12
LONGEST FLOWPATH FROM NODE 150.00 TO NODE 154.00 = 498.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE
154.00 TO NODE 154.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ==========================
================================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.56 RAINFALL
INTENSITY(INCH/HR) = 4.16 TOTAL STREAM AREA(ACRES) = 1.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.95 ****************************************************************************
FLOW PROCESS FROM NODE 151.00 TO NODE 153.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA
ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D"
S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 UPSTREAM ELEVATION(FEET) = 401.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET)
= 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.563 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.43
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.842
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PEAK FLOW RATE(CFS) = 25.91 Tc(MIN.) = 13.63 TOTAL AREA(ACRES) = 14.2 **************************************************************************** FLOW PROCESS
FROM NODE 146.00 TO NODE 146.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ==================================
========================================== **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 154.00 IS CODE =
31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE
FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 392.90 DOWNSTREAM(FEET) = 391.00 FLOW LENGTH(FEET)
= 84.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.44 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES
= 1 PIPE-FLOW(CFS) = 25.91 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 13.74 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 154.00 = 1658.60 FEET. ******************************
********************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 ----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES
USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.74 RAINFALL INTENSITY(INCH/HR) = 3.29 TOTAL STREAM AREA(ACRES) = 14.23 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 25.91 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 152.00 IS CODE = 21 ------------------------------------------
---------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (10.9
DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 140.00 UPSTREAM ELEVATION(FEET)
= 401.00 DOWNSTREAM ELEVATION(FEET) = 400.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 7.563 WARNING: INITIAL SUBAREA FLOW PATH LENGTH
IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 56.43 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN
Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.842 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 *********************************
******************************************* FLOW PROCESS FROM NODE 152.00 TO NODE 154.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
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CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.74
9.56 4.164 2 24.32 9.88 4.076 3 30.52 13.74 3.294 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 30.52
Tc(MIN.) = 13.74 TOTAL AREA(ACRES) = 16.6 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 154.00 = 1658.60 FEET. ********************************************************************
******** FLOW PROCESS FROM NODE 154.00 TO NODE 169.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL
TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA:
UPSTREAM(FEET) = 391.40 DOWNSTREAM(FEET) = 390.10 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.)
= 16.32 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.52 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 13.77 LONGEST FLOWPATH FROM
NODE 110.00 TO NODE 169.00 = 1688.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00
IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ===============================================
============================= **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 162.00 IS CODE = 21 -------------------------
--------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 108.00 UPSTREAM
ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 395.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.707 WARNING: INITIAL SUBAREA
FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 62.78 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH
IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.807 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.54 **********************
****************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 164.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 392.30
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SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW
PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU
SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM
ELEVATION(FEET) = 391.40 STREET LENGTH(FEET) = 358.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 1.22 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 5.96 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 2.32 Tc(MIN.) = 9.88 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.076 RESIDENTIAL (10.9 DU/AC OR LESS) RUNOFF COEFFICIENT = .6000 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.600
SUBAREA AREA(ACRES) = 0.57 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 1.83 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.36 FLOW VELOCITY(FEET/SEC.) = 2.78 DEPTH*VELOCITY(FT*FT/SEC.) = 0.76 LONGEST FLOWPATH FROM NODE 151.00 TO NODE
154.00 = 498.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 1 --------------------------
-------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ==================================
========================================== TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.88 RAINFALL INTENSITY(INCH/HR)
= 4.08 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER
(CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.91 13.74 3.294 14.23 2 3.95 9.56 4.164 1.58 3 1.83
9.88 4.076 0.75 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
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>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 118.00 UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET)
= 395.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.766 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 60.42 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.768 SUBAREA RUNOFF(CFS) = 0.53 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.53 ****************************************************************************
FLOW PROCESS FROM NODE 163.00 TO NODE 168.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 395.00 DOWNSTREAM
ELEVATION(FEET) = 390.00 STREET LENGTH(FEET) = 580.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 3.50 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.)
= 2.16 SPLIT DEPTH(FEET) = 0.16 SPLIT FLOOD WIDTH(FEET) = 1.54 SPLIT FLOW(CFS) = 0.13 SPLIT VELOCITY(FEET/SEC.) = 0.94 STREETFLOW MODEL RESULTS USING
ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)
= 0.79 STREET FLOW TRAVEL TIME(MIN.) = 4.47 Tc(MIN.) = 10.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.983 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100
SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.10 SUBAREA RUNOFF(CFS) = 5.94 TOTAL
AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.)
= 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 168.00 = 698.00 FEET. ****************************************************************************
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STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL)
= 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR
for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.67
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.36 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.24
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.75 STREET FLOW TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 8.24 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.583 RESIDENTIAL (24. DU/AC
OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.30
SUBAREA RUNOFF(CFS) = 4.23 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD
WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 164.00 = 448.00 FEET. ****************************
************************************************ FLOW PROCESS FROM NODE 164.00 TO NODE 168.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 392.30 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 233.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
4.65 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 8.89 LONGEST FLOWPATH FROM NODE 160.00 TO NODE 168.00 = 681.00 FEET. *************************************************************
*************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT
STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM
1 ARE: TIME OF CONCENTRATION(MIN.) = 8.89 RAINFALL INTENSITY(INCH/HR) = 4.36 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.65 *************************
*************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 163.00 IS CODE = 21 ----------------------------------------------------------------------------
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SUBAREA AREA(ACRES) = 0.56 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.37 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.08 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 165.00 TO NODE
168.00 = 405.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 169.00 IS CODE = 31 -------------------------
--------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==========================
================================================== ELEVATION DATA: UPSTREAM(FEET) = 391.00 DOWNSTREAM(FEET) = 390.50 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.012 ESTIMATED
PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER
OF PIPES = 1 PIPE-FLOW(CFS) = 2.37 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 165.00 TO NODE 169.00 = 455.00 FEET. *********************
******************************************************* FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 1 ----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================
TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.09 RAINFALL INTENSITY(INCH/HR) = 4.64 TOTAL STREAM
AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.)
(INCH/HOUR) (ACRE) 1 4.65 8.89 4.364 1.43 2 6.31 10.24 3.983 2.23 3 2.37 8.09 4.636
0.71 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER
(CFS) (MIN.) (INCH/HOUR) 1 11.59 8.09 4.636 2 12.36 8.89 4.364 3 12.59 10.24 3.983 COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.59 Tc(MIN.) = 10.24 TOTAL AREA(ACRES) = 4.4 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 169.00 = 698.00 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE = 11 ------------------------------------------------------
---------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<<
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FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR
CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 10.24 RAINFALL INTENSITY(INCH/HR) = 3.98 TOTAL STREAM AREA(ACRES) = 2.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.31 **********************************
****************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 167.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 121.00 UPSTREAM ELEVATION(FEET) = 394.20 DOWNSTREAM ELEVATION(FEET)
= 392.80 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.456 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 66.57 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.977 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.15 TOTAL RUNOFF(CFS) = 0.64 ****************************************************************************
FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 392.80 DOWNSTREAM
ELEVATION(FEET) = 390.00 STREET LENGTH(FEET) = 284.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 1.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 1.92 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.56 STREET FLOW TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 7.92 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.699 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710
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SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference:
Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) =
0.33 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 172.00
TO NODE 176.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET
TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 408.00 DOWNSTREAM ELEVATION(FEET) = 388.50
STREET LENGTH(FEET) = 671.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL)
= 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR
for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 9.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.070 RESIDENTIAL (24. DU/AC
OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.667 SUBAREA AREA(ACRES) = 1.26
SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD
WIDTH(FEET) = 9.89 FLOW VELOCITY(FEET/SEC.) = 3.54 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 176.00 = 791.00 FEET. ****************************
************************************************ FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 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.) = 9.90 RAINFALL INTENSITY(INCH/HR) = 4.07 TOTAL STREAM AREA(ACRES) = 1.43 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 3.88 **************************************************************************** FLOW PROCESS FROM NODE 171.00 TO NODE 173.00 IS CODE = 21 ------------------------------------------
----------------------------------
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============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 12.59 10.24 3.983 4.37 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 169.00 = 698.00 FEET. ** MEMORY BANK #
1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 30.52 13.77 3.289 16.56
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 169.00 = 1688.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR)
1 35.27 10.24 3.983 2 40.91 13.77 3.289 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.91 Tc(MIN.) =
13.77 TOTAL AREA(ACRES) = 20.9 **************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 169.00 IS CODE =
12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================
**************************************************************************** FLOW PROCESS FROM NODE 169.00 TO NODE 198.00 IS CODE = 31 ------------------------------------------------------
---------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =======================================================
===================== ELEVATION DATA: UPSTREAM(FEET) = 390.10 DOWNSTREAM(FEET) = 388.90 FLOW LENGTH(FEET) = 113.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE
IS 22.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.30 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.91 PIPE TRAVEL TIME(MIN.) =
0.18 Tc(MIN.) = 13.96 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO
MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW
PROCESS FROM NODE 170.00 TO NODE 172.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER
(AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 120.00 UPSTREAM ELEVATION(FEET) = 440.00 DOWNSTREAM ELEVATION(FEET) = 410.00 ELEVATION DIFFERENCE(FEET) = 30.00
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TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 3.88 9.90 4.070 1.43 2 3.25 9.41 4.206 1.09 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 6.95
9.41 4.206 2 7.03 9.90 4.070 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.03 Tc(MIN.) = 9.90 TOTAL AREA(ACRES)
= 2.5 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 176.00 = 791.00 FEET. **************************************************************************** FLOW PROCESS
FROM NODE 176.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 388.50
DOWNSTREAM(FEET) = 388.25 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.64 ESTIMATED
PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.03 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 9.96 LONGEST FLOWPATH FROM NODE 170.00 TO
NODE 198.00 = 816.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 11 --------------------
-------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ===========================================================================
= ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.03 9.96 4.054
2.52 LONGEST FLOWPATH FROM NODE 170.00 TO NODE 198.00 = 816.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 40.91 13.96 3.261 20.93 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET.
** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 36.23 9.96 4.054 2 46.57
13.96 3.261 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
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>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 394.50 DOWNSTREAM ELEVATION(FEET)
= 394.00 ELEVATION DIFFERENCE(FEET) = 0.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.778 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.760 SUBAREA RUNOFF(CFS) =
0.29 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 173.00
TO NODE 176.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET
TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 394.00 DOWNSTREAM ELEVATION(FEET) = 388.50
STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL)
= 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR
for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.84
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.67 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.11
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.63 STREET FLOW TRAVEL TIME(MIN.) = 3.63 Tc(MIN.) = 9.41 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.206 RESIDENTIAL (24. DU/AC
OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.02
SUBAREA RUNOFF(CFS) = 3.05 TOTAL AREA(ACRES) = 1.1 PEAK FLOW RATE(CFS) = 3.25 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD
WIDTH(FEET) = 11.02 FLOW VELOCITY(FEET/SEC.) = 2.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 171.00 TO NODE 176.00 = 520.00 FEET. ****************************
************************************************ FLOW PROCESS FROM NODE 176.00 TO NODE 176.00 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.) = 9.41 RAINFALL INTENSITY(INCH/HR) = 4.21
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RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .7900 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 94 AREA-AVERAGE RUNOFF COEFFICIENT = 0.786 SUBAREA AREA(ACRES)
= 2.15 SUBAREA RUNOFF(CFS) = 7.93 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 8.33 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 3.45 DEPTH*VELOCITY(FT*FT/SEC.) = 1.26 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 184.00 = 609.30
FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 196.00 IS CODE = 31 ------------------------------------------------
---------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =================================================
=========================== ELEVATION DATA: UPSTREAM(FEET) = 394.50 DOWNSTREAM(FEET) = 390.50 FLOW LENGTH(FEET) = 421.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH
PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.33 PIPE TRAVEL TIME(MIN.)
= 1.04 Tc(MIN.) = 9.04 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 196.00 = 1030.30 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 196.00 TO NODE 196.00 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.) = 9.04 RAINFALL INTENSITY(INCH/HR) = 4.31 TOTAL STREAM AREA(ACRES) = 2.27 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.33 **********************************
****************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 192.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 96.00 UPSTREAM ELEVATION(FEET) = 404.00 DOWNSTREAM ELEVATION(FEET)
= 403.00 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.601 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 65.42 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.877 SUBAREA RUNOFF(CFS) = 0.42 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.42 ****************************************************************************
FLOW PROCESS FROM NODE 192.00 TO NODE 194.00 IS CODE = 62 ----------------------------------------------------------------------------
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PEAK FLOW RATE(CFS) = 46.57 Tc(MIN.) = 13.96 TOTAL AREA(ACRES) = 23.5 **************************************************************************** FLOW PROCESS
FROM NODE 198.00 TO NODE 198.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ==================================
========================================== **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE =
10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< =========================================================
=================== **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 182.00 IS CODE = 21 -----------------------------------
----------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL
(24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET)
= 409.50 DOWNSTREAM ELEVATION(FEET) = 408.50 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.354 WARNING: INITIAL SUBAREA FLOW PATH LENGTH
IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 67.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN
Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.050 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.52 *********************************
******************************************* FLOW PROCESS FROM NODE 182.00 TO NODE 184.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
UPSTREAM ELEVATION(FEET) = 406.00 DOWNSTREAM ELEVATION(FEET) = 394.40 STREET LENGTH(FEET) = 529.30 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM
CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section
= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD
WIDTH(FEET) = 11.11 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16 STREET FLOW TRAVEL TIME(MIN.) = 2.65 Tc(MIN.) = 8.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.668
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TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.46 RAINFALL INTENSITY(INCH/HR) = 3.93 TOTAL STREAM
AREA(ACRES) = 4.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.)
(INCH/HOUR) (ACRE) 1 8.33 9.04 4.314 2.27 2 12.61 10.46 3.929 4.51 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 19.24
9.04 4.314 2 20.19 10.46 3.929 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 20.19 Tc(MIN.) = 10.46 TOTAL AREA(ACRES)
= 6.8 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 196.00 = 1030.30 FEET. **************************************************************************** FLOW PROCESS
FROM NODE 196.00 TO NODE 198.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 390.00
DOWNSTREAM(FEET) = 388.90 FLOW LENGTH(FEET) = 115.30 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.36 ESTIMATED
PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.19 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 10.69 LONGEST FLOWPATH FROM NODE 180.00 TO
NODE 198.00 = 1145.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE = 11 --------------------
-------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ===========================================================================
= ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 20.19 10.69 3.875
6.78 LONGEST FLOWPATH FROM NODE 180.00 TO NODE 198.00 = 1145.60 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 46.57 13.96 3.261 23.45 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 198.00 = 1801.60 FEET.
** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR)
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>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET) = 395.30 STREET LENGTH(FEET) = 704.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM
CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF
= 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section
= 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.75 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.43 SPLIT DEPTH(FEET) = 0.34 SPLIT FLOOD WIDTH(FEET) = 10.83 SPLIT FLOW(CFS) = 2.96 SPLIT VELOCITY(FEET/SEC.) =
2.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.89 STREET FLOW TRAVEL TIME(MIN.) = 4.82 Tc(MIN.) = 10.42 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.938 RESIDENTIAL (24.
DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 4.41
SUBAREA RUNOFF(CFS) = 12.33 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 12.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET
FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.97 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 194.00 = 800.00 FEET. **********************
****************************************************** FLOW PROCESS FROM NODE 194.00 TO NODE 196.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 395.30 DOWNSTREAM(FEET) = 390.00 FLOW LENGTH(FEET) = 42.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 19.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.61
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.46 LONGEST FLOWPATH FROM NODE 190.00 TO NODE 196.00 = 842.00 FEET. ******************************************************************
********** FLOW PROCESS FROM NODE 196.00 TO NODE 196.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT
STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================
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---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ===================
========================================================= UPSTREAM ELEVATION(FEET) = 391.80 DOWNSTREAM ELEVATION(FEET) = 379.20 STREET LENGTH(FEET) = 481.00 CURB HEIGHT(INCHES)
= 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL)
= 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160
Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.37 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.68 STREET
FLOW TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 8.48 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.499 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) =
0.8 PEAK FLOW RATE(CFS) = 2.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 FLOW VELOCITY(FEET/SEC.) = 3.09
DEPTH*VELOCITY(FT*FT/SEC.) = 0.89 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 571.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 4.50 TOTAL STREAM AREA(ACRES) = 0.75 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 2.40 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
63.57 14.19 3.226 30.23 2 2.40 8.48 4.499 0.75 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 40.36 8.48 4.499
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1 55.85 10.69 3.875 2 63.57 13.96 3.261 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 63.57 Tc(MIN.) =
13.96 TOTAL AREA(ACRES) = 30.2 **************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 198.00 IS CODE =
12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ============================================================================
**************************************************************************** FLOW PROCESS FROM NODE 198.00 TO NODE 204.00 IS CODE = 31 ------------------------------------------------------
---------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =======================================================
===================== ELEVATION DATA: UPSTREAM(FEET) = 388.90 DOWNSTREAM(FEET) = 379.20 FLOW LENGTH(FEET) = 262.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 30.0 INCH PIPE
IS 19.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 18.67 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 63.57 PIPE TRAVEL TIME(MIN.) =
0.23 Tc(MIN.) = 14.19 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 204.00 = 2064.10 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 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.) = 14.19 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREA(ACRES) = 30.23 PEAK FLOW RATE(CFS) AT CONFLUENCE = 63.57 **********************************
****************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 202.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET) = 392.80 DOWNSTREAM ELEVATION(FEET)
= 391.80 ELEVATION DIFFERENCE(FEET) = 1.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.511 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 66.11 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.939 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 0.25 ****************************************************************************
FLOW PROCESS FROM NODE 202.00 TO NODE 204.00 IS CODE = 62
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TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE
214.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION
# 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM ELEVATION(FEET) = 384.20 STREET LENGTH(FEET)
= 474.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE
STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-cu
rb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.32 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.58 SPLIT DEPTH(FEET) = 0.27 SPLIT FLOOD WIDTH(FEET) = 7.36
SPLIT FLOW(CFS) = 1.31 SPLIT VELOCITY(FEET/SEC.) = 1.98 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET)
= 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 3.07 Tc(MIN.) = 7.95 100 YEAR
RAINFALL INTENSITY(INCH/HOUR) = 4.688 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE
RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.90 SUBAREA RUNOFF(CFS) = 9.65 TOTAL AREA(ACRES) = 3.0 PEAK FLOW RATE(CFS) = 10.02 END OF SUBAREA
STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM
NODE 210.00 TO NODE 214.00 = 612.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 224.00
IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE
(NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 384.20 DOWNSTREAM(FEET) = 379.20 FLOW
LENGTH(FEET) = 526.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00
NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.02 PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 9.21 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 224.00 = 1138.00 FEET.
**************************************************************************** FLOW PROCESS FROM NODE 221.00 TO NODE 224.00 IS CODE = 1
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2 65.29 14.19 3.226 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 65.29 Tc(MIN.) = 14.19 TOTAL AREA(ACRES) = 31.0 LONGEST
FLOWPATH FROM NODE 110.00 TO NODE 204.00 = 2064.10 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO
NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED
PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.00 DOWNSTREAM(FEET) = 374.00
FLOW LENGTH(FEET) = 51.50 MANNING'S N = 0.012 DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.67 ESTIMATED PIPE DIAMETER(INCH) =
33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 65.29 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.25 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 2.00 = 2115.60
FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 2.00 IS CODE = 81 ------------------------------------------------
---------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOU
R) = 3.218 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6174 SUBAREA
AREA(ACRES) = 1.74 SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) = 32.7 TOTAL RUNOFF(CFS) = 65.29 TC(MIN.) = 14.25 NOTE: PEAK FLOW RATE DEFAULTED TO UPSTREAM
VALUE **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 10 ------------------------------------------------
---------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ *********************************
******************************************* FLOW PROCESS FROM NODE 210.00 TO NODE 212.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 138.00 UPSTREAM ELEVATION(FEET) = 392.60 DOWNSTREAM ELEVATION(FEET)
= 390.00 ELEVATION DIFFERENCE(FEET) = 2.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.884 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 73.84 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.49
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TOTAL AREA(ACRES) = 1.3 PEAK FLOW RATE(CFS) = 3.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.77 FLOW
VELOCITY(FEET/SEC.) = 2.52 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 220.00 TO NODE 224.00 = 550.00 FEET. ********************************************************
******************** FLOW PROCESS FROM NODE 224.00 TO NODE 224.00 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.) = 9.34 RAINFALL INTENSITY(INCH/HR) = 4.22 TOTAL STREAM AREA(ACRES)
= 1.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR)
(ACRE) 1 10.02 9.21 4.263 3.01 2 3.78 9.34 4.225 1.26 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 13.75 9.21 4.263
2 13.71 9.34 4.225 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.75 Tc(MIN.) = 9.21 TOTAL AREA(ACRES) = 4.3 LONGEST
FLOWPATH FROM NODE 210.00 TO NODE 224.00 = 1138.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 224.00 TO
NODE 2.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED
PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 375.40 DOWNSTREAM(FEET) = 374.00
FLOW LENGTH(FEET) = 140.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.76 ESTIMATED PIPE DIAMETER(INCH) =
21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.75 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.52 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 2.00 = 1278.00
FEET. **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 11 ------------------------------------------------
---------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN
STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA
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---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< =================================================================
=========== TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.21 RAINFALL INTENSITY(INCH/HR) = 4.26 TOTAL
STREAM AREA(ACRES) = 3.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.02 **************************************************************************** FLOW PROCESS FROM NODE
220.00 TO NODE 222.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ===========================
================================================= RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL
SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 396.70 DOWNSTREAM ELEVATION(FEET) = 396.00 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME
OF FLOW(MIN.) = 5.847 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.83 (Reference: Table 3-1B of Hydrology
Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.716 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRES)
= 0.08 TOTAL RUNOFF(CFS) = 0.32 **************************************************************************** FLOW PROCESS FROM NODE 222.00 TO NODE 224.00 IS CODE
= 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET) = 390.60 STREET LENGTH(FEET) = 458.00
CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET
CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)
= 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.12 STREETFLOW MODEL RESULTS USING
ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)
= 0.68 STREET FLOW TRAVEL TIME(MIN.) = 3.50 Tc(MIN.) = 9.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.225 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100
SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.18 SUBAREA RUNOFF(CFS) = 3.54
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CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 59.77 RAINFALL INTENSITY(INCH/HR) = 1.28 TOTAL STREAM AREA(ACRES) = 37.00 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 5.80 **************************************************************************** FLOW PROCESS FROM NODE 230.00 TO NODE 232.00 IS CODE = 21 ------------------
---------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================
STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00
UPSTREAM ELEVATION(FEET) = 379.20 DOWNSTREAM ELEVATION(FEET) = 374.00 ELEVATION DIFFERENCE(FEET) = 5.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.272 WARNING: INITIAL
SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 90.40 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND
FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.61 TOTAL
AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.61 **************************************************************************** FLOW PROCESS FROM NODE 232.00 TO NODE 10.00
IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1
USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 374.00 DOWNSTREAM ELEVATION(FEET) = 320.00 STREET LENGTH(FEET)
= 480.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE
STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-cu
rb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.61 STREETFLOW MODEL RESULTS USING
ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 5.89 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.)
= 1.37 STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 3.70 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS
& ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES)
= 0.73 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) = 4.62
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NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.75 9.52 4.175 4.27 LONGEST FLOWPATH FROM NODE 210.00 TO NODE 2.00 = 1278.00 FEET.
** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 65.29 14.25
3.218 32.72 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 2.00 = 2115.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS)
(MIN.) (INCH/HOUR) 1 57.34 9.52 4.175 2 75.88 14.25 3.218 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS)
= 75.88 Tc(MIN.) = 14.25 TOTAL AREA(ACRES) = 37.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO
NODE 2.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< =========================================================
=================== +--------------------------------------------------------------------------+ | APPLY THE ATTENUATED FLOW DATA AS BASIN INFLOW | |
| | | +---------------------------------------------------
-----------------------+ **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 7 ------------------------------
---------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 59.25 RAIN INTENSITY(INCH/HOUR) = 1.28 TOTAL AREA(ACRES) = 37.00 TOTAL RUNOFF(CFS) = 5.80 *****************************************
*********************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 310.00 FLOW LENGTH(FEET) = 503.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
5.80 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 59.77 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 10.00 = 2618.60 FEET. *************************************************************
*************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT
STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
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TOTAL STREAM AREA(ACRES) = 37.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.73 **************************************************************************** FLOW PROCESS FROM
NODE 231.00 TO NODE 233.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< =====================
======================================================= STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II)
= 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 60.00 UPSTREAM ELEVATION(FEET) = 323.00 DOWNSTREAM ELEVATION(FEET) = 315.00 ELEVATION DIFFERENCE(FEET) = 8.00 SUBAREA
OVERLAND TIME OF FLOW(MIN.) = 1.489 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL
INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55 ***************************************************************
************* FLOW PROCESS FROM NODE 233.00 TO NODE 14.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW
TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) =
315.00 DOWNSTREAM ELEVATION(FEET) = 274.00 STREET LENGTH(FEET) = 449.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
= 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 2.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.05 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 5.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26 STREET FLOW TRAVEL TIME(MIN.) = 1.46 Tc(MIN.) = 2.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC
II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 3.85 TOTAL AREA(ACRES) = 0.8 PEAK FLOW RATE(CFS) =
4.40 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 FLOW VELOCITY(FEET/SEC.) = 5.67 DEPTH*VELOCITY(FT*FT/SEC.) =
1.64 LONGEST FLOWPATH FROM NODE 231.00 TO NODE 14.00 = 509.00 FEET. ****************************************************************************
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END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.92 FLOW VELOCITY(FEET/SEC.) = 6.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.76 LONGEST
FLOWPATH FROM NODE 230.00 TO NODE 10.00 = 580.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO
NODE 10.00 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.) = 3.70 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.62
** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.80 59.77 1.276
37.00 2 4.62 3.70 6.323 0.84 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 4.98 3.70 6.323 2 6.73 59.77 1.276 COMPUTED
CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.73 Tc(MIN.) = 59.77 TOTAL AREA(ACRES) = 37.8 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 10.00
= 2618.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 14.00 IS CODE = 31 -----------------------------------
----------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====================================
======================================== ELEVATION DATA: UPSTREAM(FEET) = 320.00 DOWNSTREAM(FEET) = 276.20 FLOW LENGTH(FEET) = 535.00 MANNING'S N = 0.012 ESTIMATED PIPE
DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF
PIPES = 1 PIPE-FLOW(CFS) = 6.73 PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 60.40 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 14.00 = 3153.60 FEET. ************************
**************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES
USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 60.40 RAINFALL INTENSITY(INCH/HR) = 1.27
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TOTAL AREA(ACRES) = 10.3 TOTAL RUNOFF(CFS) = 12.75 TC(MIN.) = 12.31 **************************************************************************** FLOW PROCESS FROM
NODE 14.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES
USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.31 RAINFALL INTENSITY(INCH/HR) = 3.54 TOTAL STREAM AREA(ACRES) = 10.30 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 12.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.73 60.40
1.268 37.84 2 4.40 2.95 6.323 0.80 3 12.75 12.31 3.536 10.30 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.81
2.95 6.323 2 17.62 12.31 3.536 3 12.19 60.40 1.268 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.62
Tc(MIN.) = 12.31 TOTAL AREA(ACRES) = 48.9 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 14.00 = 3153.60 FEET. ********************************************************************
******** FLOW PROCESS FROM NODE 14.00 TO NODE 28.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY
CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET)
= 248.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1259.00 CHANNEL SLOPE = 0.0095 CHANNEL FLOW THRU SUBAREA(CFS) = 17.62 FLOW VELOCITY(FEET/SEC) = 2.83 (PER LACFCD/RCFC&WCD
HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 7.42 Tc(MIN.) = 19.73 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 28.00 = 4412.60 FEET. ******************************************************
********************** FLOW PROCESS FROM NODE 14.00 TO NODE 28.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION
OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.609 NATURAL DESERT
LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.2314 SUBAREA AREA(ACRES) = 14.95
SUBAREA RUNOFF(CFS) = 13.65 TOTAL AREA(ACRES) = 63.9 TOTAL RUNOFF(CFS) = 38.56
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FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR
CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:
TIME OF CONCENTRATION(MIN.) = 2.95 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.40 +---------------------------------
-----------------------------------------+ | APPLY THE ATTENUATED FLOW DATA AS BASIN INFLOW | |
| | | +--------------------------------------------------------------------------+ *****************************
*********************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 134.00 UPSTREAM ELEVATION(FEET) = 400.00 DOWNSTREAM ELEVATION(FEET)
= 350.00 ELEVATION DIFFERENCE(FEET) = 50.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.466 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.38 ****************************************************************************
FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL
FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 350.00 DOWNSTREAM(FEET)
= 260.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1386.00 CHANNEL SLOPE = 0.0649 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS)
= 0.38 FLOW VELOCITY(FEET/SEC) = 3.82 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.04 Tc(MIN.) = 12.31 LONGEST FLOWPATH FROM NODE 12.00 TO NODE
14.00 = 1520.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 81 -------------------------
--------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.536 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE
RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 10.10 SUBAREA RUNOFF(CFS) = 12.50
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SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 97.00 UPSTREAM ELEVATION(FEET) = 445.00 DOWNSTREAM ELEVATION(FEET)
= 412.00 ELEVATION DIFFERENCE(FEET) = 33.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.172 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.520 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.18 TOTAL RUNOFF(CFS) = 0.35 ***************************************************
************************* FLOW PROCESS FROM NODE 503.00 TO NODE 506.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE
STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET)
= 406.00 DOWNSTREAM ELEVATION(FEET) = 403.50 STREET LENGTH(FEET) = 264.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
= 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 1.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 1.88 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.55 STREET FLOW TRAVEL TIME(MIN.) = 2.35 Tc(MIN.) = 8.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.485 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.641
SUBAREA AREA(ACRES) = 0.76 SUBAREA RUNOFF(CFS) = 2.42 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) = 2.70 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.73 FLOW VELOCITY(FEET/SEC.) = 2.13 DEPTH*VELOCITY(FT*FT/SEC.) = 0.73 LONGEST FLOWPATH FROM NODE 501.00 TO NODE
506.00 = 361.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 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.) = 8.52 RAINFALL INTENSITY(INCH/HR)
= 4.48 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.70
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TC(MIN.) = 19.73 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 10 ---------------------------------
------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ ******************
********************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 504.00 IS CODE = 21 -------------------------------------------------------------------------
--- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 218.00 UPSTREAM ELEVATION(FEET) = 402.60 DOWNSTREAM ELEVATION(FEET)
= 400.80 ELEVATION DIFFERENCE(FEET) = 1.80 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.785 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 59.77 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.756 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 0.43 TOTAL RUNOFF(CFS) = 1.76 ****************************************************************************
FLOW PROCESS FROM NODE 504.00 TO NODE 506.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 400.80 DOWNSTREAM(FEET) = 400.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE
IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.76 PIPE TRAVEL TIME(MIN.) =
0.29 Tc(MIN.) = 6.08 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 506.00 = 298.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 506.00 TO NODE 506.00 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.) = 6.08 RAINFALL INTENSITY(INCH/HR) = 5.58 TOTAL STREAM AREA(ACRES) = 0.43 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.76 **********************************
****************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 503.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
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PIPE-FLOW(CFS) = 9.06 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 9.50 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 22.50 = 894.00 FEET. ************************************
**************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ----------------------------------------------------------------------------
>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES
USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.50 RAINFALL INTENSITY(INCH/HR) = 4.18 TOTAL STREAM AREA(ACRES) = 3.09 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 9.06 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ------------------------------------------
---------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT
LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 139.00 UPSTREAM ELEVATION(FEET) =
468.00 DOWNSTREAM ELEVATION(FEET) = 448.00 ELEVATION DIFFERENCE(FEET) = 20.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH
IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN
Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.13 TOTAL RUNOFF(CFS) = 0.25 *********************************
******************************************* FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 52 ----------------------------------------------------------------------------
>>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 448.00 DOWNSTREAM(FEET) = 364.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 482.00 CHANNEL SLOPE = 0.1743 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.25 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.69 Tc(MIN.) = 7.96 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.00 = 621.00 FEET. ************************************************************************
**** FLOW PROCESS FROM NODE 21.00 TO NODE 22.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE
PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.685 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT
= .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 5.56 SUBAREA RUNOFF(CFS) = 9.12
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** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.76 6.08 5.577
0.43 2 2.70 8.52 4.485 0.94 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 3.68 6.08 5.577 2 4.12 8.52 4.485 COMPUTED
CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.12 Tc(MIN.) = 8.52 TOTAL AREA(ACRES) = 1.4 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 506.00
= 361.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 514.00 IS CODE = 31 -----------------------------------
----------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====================================
======================================== ELEVATION DATA: UPSTREAM(FEET) = 403.50 DOWNSTREAM(FEET) = 391.50 FLOW LENGTH(FEET) = 379.00 MANNING'S N = 0.012 ESTIMATED PIPE
DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF
PIPES = 1 PIPE-FLOW(CFS) = 4.12 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 9.23 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 514.00 = 740.00 FEET. ************************
**************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 514.00 IS CODE = 81 ----------------------------------------------------------------------------
>>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.257
RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6890 SUBAREA AREA(ACRES)
= 1.72 SUBAREA RUNOFF(CFS) = 5.20 TOTAL AREA(ACRES) = 3.1 TOTAL RUNOFF(CFS) = 9.06 TC(MIN.) = 9.23 *********************************************************************
******* FLOW PROCESS FROM NODE 514.00 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL
TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA:
UPSTREAM(FEET) = 391.50 DOWNSTREAM(FEET) = 387.90 FLOW LENGTH(FEET) = 154.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN
18.0 INCH PIPE IS 9.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1
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**************************************************************************** FLOW PROCESS FROM NODE 20.50 TO NODE 21.50 IS CODE = 81 ------------------------------------------------------
---------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.864 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA
AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.87 TOTAL AREA(ACRES) = 1.2 TOTAL RUNOFF(CFS) = 2.06 TC(MIN.) = 7.51 *********************************************************
******************* FLOW PROCESS FROM NODE 21.50 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW
TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION
DATA: UPSTREAM(FEET) = 380.00 DOWNSTREAM(FEET) = 378.00 FLOW LENGTH(FEET) = 195.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW
IN 18.0 INCH PIPE IS 5.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.84 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.06 PIPE TRAVEL
TIME(MIN.) = 0.67 Tc(MIN.) = 8.18 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 22.50 = 649.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR
CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 8.18 RAINFALL INTENSITY(INCH/HR) = 4.60 TOTAL STREAM AREA(ACRES) = 1.21 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 2.06 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
9.06 9.50 4.181 3.09 2 9.33 8.16 4.610 5.69 3 2.06 8.18 4.602 1.21 RAINFALL INTENSITY AND
TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR)
1 19.60 8.16 4.610 2 19.61 8.18 4.602 3 19.40 9.50 4.181 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW
RATE(CFS) = 19.61 Tc(MIN.) = 8.18 TOTAL AREA(ACRES) = 10.0
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TOTAL AREA(ACRES) = 5.7 TOTAL RUNOFF(CFS) = 9.33 TC(MIN.) = 7.96 **************************************************************************** FLOW PROCESS FROM
NODE 22.00 TO NODE 22.50 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 364.00
DOWNSTREAM(FEET) = 363.15 FLOW LENGTH(FEET) = 85.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.03 ESTIMATED
PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.33 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.16 LONGEST FLOWPATH FROM NODE 20.00 TO
NODE 22.50 = 706.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 22.50 TO NODE 22.50 IS CODE = 1 --------------------
-------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================
TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.16 RAINFALL INTENSITY(INCH/HR) = 4.61 TOTAL STREAM
AREA(ACRES) = 5.69 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.33 **************************************************************************** FLOW PROCESS FROM NODE 20.00
TO NODE 20.50 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ====================================
======================================== NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET)
= 100.00 UPSTREAM ELEVATION(FEET) = 468.00 DOWNSTREAM ELEVATION(FEET) = 450.00 ELEVATION DIFFERENCE(FEET) = 18.00 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) = 5.466 SUBAREA RUNOFF(CFS) = 0.21 TOTAL AREA(ACRES)
= 0.11 TOTAL RUNOFF(CFS) = 0.21 **************************************************************************** FLOW PROCESS FROM NODE 20.50 TO NODE 21.50 IS CODE
= 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ===============================
============================================= ELEVATION DATA: UPSTREAM(FEET) = 450.00 DOWNSTREAM(FEET) = 380.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 354.00 CHANNEL SLOPE
= 0.1977 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.21
FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 7.51 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 21.50
= 454.00 FEET.
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SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's
FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET
FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW
TRAVEL TIME(MIN.) = 2.13 Tc(MIN.) = 7.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.719 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) =
0.8 PEAK FLOW RATE(CFS) = 2.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.48 FLOW VELOCITY(FEET/SEC.) = 3.04
DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 520.00 TO NODE 524.00 = 456.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 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.) = 7.87 RAINFALL INTENSITY(INCH/HR) = 4.72 TOTAL STREAM AREA(ACRES) = 0.76 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 2.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
19.61 8.59 4.462 9.99 2 2.55 7.87 4.719 0.76 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 21.09 7.87 4.719 2
22.02 8.59 4.462 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.02 Tc(MIN.) = 8.59 TOTAL AREA(ACRES) = 10.8 LONGEST FLOWPATH
FROM NODE 501.00 TO NODE 524.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 556.00
IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
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LONGEST FLOWPATH FROM NODE 501.00 TO NODE 22.50 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE
22.50 TO NODE 524.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING
COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 386.52 DOWNSTREAM(FEET)
= 381.20 FLOW LENGTH(FEET) = 266.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.99 ESTIMATED PIPE DIAMETER(INCH)
= 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.61 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 8.59 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 524.00 =
1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 524.00 TO NODE 524.00 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.) = 8.59 RAINFALL INTENSITY(INCH/HR) = 4.46 TOTAL STREAM AREA(ACRES) =
9.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.61 **************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 522.00
IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ======================================================
====================== RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET)
= 103.00 UPSTREAM ELEVATION(FEET) = 391.60 DOWNSTREAM ELEVATION(FEET) = 390.70 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.745
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 61.21 (Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.782 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.12 TOTAL
RUNOFF(CFS) = 0.49 **************************************************************************** FLOW PROCESS FROM NODE 522.00 TO NODE 524.00 IS CODE = 62 ------------------------------
---------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ==================================================
========================== UPSTREAM ELEVATION(FEET) = 390.00 DOWNSTREAM ELEVATION(FEET) = 381.20 STREET LENGTH(FEET) = 353.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET)
= 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
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STREET FLOW TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 6.66 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.255 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL
CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.43 SUBAREA RUNOFF(CFS) = 1.60 TOTAL AREA(ACRES)
= 0.5 PEAK FLOW RATE(CFS) = 2.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.73 FLOW VELOCITY(FEET/SEC.)
= 2.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 534.00 = 346.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 534.00 TO NODE 544.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 395.50 DOWNSTREAM(FEET) = 392.00 FLOW LENGTH(FEET) = 153.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE
IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.01 PIPE TRAVEL TIME(MIN.) =
0.40 Tc(MIN.) = 7.06 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 544.00 = 499.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 544.00 TO NODE 544.00 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.) = 7.06 RAINFALL INTENSITY(INCH/HR) = 5.06 TOTAL STREAM AREA(ACRES) = 0.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.01 **********************************
****************************************** FLOW PROCESS FROM NODE 540.00 TO NODE 542.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 89.00 UPSTREAM ELEVATION(FEET) = 397.60 DOWNSTREAM ELEVATION(FEET)
= 396.50 ELEVATION DIFFERENCE(FEET) = 1.10 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.369 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 67.36 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 6.040 SUBAREA RUNOFF(CFS) = 0.43 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.43
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>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 381.00
DOWNSTREAM(FEET) = 380.40 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.62 ESTIMATED
PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.02 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 8.70 LONGEST FLOWPATH FROM NODE 501.00 TO
NODE 556.00 = 1220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 10 --------------------
-------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================
**************************************************************************** FLOW PROCESS FROM NODE 530.00 TO NODE 532.00 IS CODE = 21 ------------------------------------------------------
---------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS)
RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 100.00 UPSTREAM ELEVATION(FEET) = 403.40
DOWNSTREAM ELEVATION(FEET) = 401.80 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.057 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER
THAN THE MAXIMUM OVERLAND FLOW LENGTH = 71.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.277 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.11 TOTAL RUNOFF(CFS) = 0.49 *************************************************
*************************** FLOW PROCESS FROM NODE 532.00 TO NODE 534.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE
STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET)
= 401.50 DOWNSTREAM ELEVATION(FEET) = 395.80 STREET LENGTH(FEET) = 246.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
= 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 1.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.23 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 2.56 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64
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NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.16 7.06 5.061 2 5.24 7.38 4.921 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK
FLOW RATE(CFS) = 5.24 Tc(MIN.) = 7.38 TOTAL AREA(ACRES) = 1.5 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 544.00 = 499.00 FEET. ****************************************
************************************ FLOW PROCESS FROM NODE 544.00 TO NODE 545.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 392.00 DOWNSTREAM(FEET) = 388.00 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
5.24 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 7.68 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 545.00 = 659.00 FEET. *************************************************************
*************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 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.) = 7.68 RAINFALL INTENSITY(INCH/HR) = 4.79 TOTAL STREAM AREA(ACRES) = 1.48 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.24 *************************
*************************************************** FLOW PROCESS FROM NODE 541.00 TO NODE 543.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET) = 397.60 DOWNSTREAM ELEVATION(FEET)
= 396.00 ELEVATION DIFFERENCE(FEET) = 1.60 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.825 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 75.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.40 ************************************
**************************************** FLOW PROCESS FROM NODE 543.00 TO NODE 545.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
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**************************************************************************** FLOW PROCESS FROM NODE 542.00 TO NODE 544.00 IS CODE = 62 ------------------------------------------------------
---------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ==========================================================================
== UPSTREAM ELEVATION(FEET) = 396.50 DOWNSTREAM ELEVATION(FEET) = 393.40 STREET LENGTH(FEET) = 258.60 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE
FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING
RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow
Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET
FLOOD WIDTH(FEET) = 8.77 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.65 STREET FLOW TRAVEL TIME(MIN.) = 2.01 Tc(MIN.) =
7.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.921 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) =
92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 0.84 SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES) = 0.9 PEAK FLOW RATE(CFS) =
3.28 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.11 FLOW VELOCITY(FEET/SEC.) = 2.43 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85
LONGEST FLOWPATH FROM NODE 540.00 TO NODE 544.00 = 347.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE
544.00 TO NODE 544.00 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.) = 7.38 RAINFALL INTENSITY(INCH/HR) = 4.92 TOTAL STREAM AREA(ACRES) = 0.94 PEAK FLOW RATE(CFS) AT CONFLUENCE =
3.28 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.01 7.06 5.061
0.54 2 3.28 7.38 4.921 0.94 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE
TABLE ** STREAM RUNOFF Tc INTENSITY
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COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.71 Tc(MIN.) = 7.68 TOTAL AREA(ACRES) = 2.5 LONGEST FLOWPATH FROM NODE 530.00 TO NODE
545.00 = 659.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 548.00 IS CODE = 31 -------------------------
--------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ==========================
================================================== ELEVATION DATA: UPSTREAM(FEET) = 388.00 DOWNSTREAM(FEET) = 385.00 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.012 ESTIMATED
PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.22 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER
OF PIPES = 1 PIPE-FLOW(CFS) = 8.71 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 7.94 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 548.00 = 804.00 FEET. *********************
******************************************************* FLOW PROCESS FROM NODE 548.00 TO NODE 548.00 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.) = 7.94 RAINFALL INTENSITY(INCH/HR) = 4.69 TOTAL STREAM AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 8.71 **************************************************************************** FLOW PROCESS FROM NODE 546.00 TO NODE 547.00 IS CODE = 21 ------------------------------------------
---------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24.
DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 80.00 UPSTREAM ELEVATION(FEET)
= 393.90 DOWNSTREAM ELEVATION(FEET) = 392.50 ELEVATION DIFFERENCE(FEET) = 1.40 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.960 WARNING: INITIAL SUBAREA FLOW PATH LENGTH
IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 72.50 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN
Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) =
0.09 TOTAL RUNOFF(CFS) = 0.40 **************************************************************************** FLOW PROCESS FROM NODE 547.00 TO NODE 548.00 IS CODE = 62
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ===================
========================================================= UPSTREAM ELEVATION(FEET) = 392.50 DOWNSTREAM ELEVATION(FEET) = 386.80 STREET LENGTH(FEET) = 280.00 CURB HEIGHT(INCHES)
= 6.0
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>>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 396.00 DOWNSTREAM ELEVATION(FEET)
= 389.70 STREET LENGTH(FEET) = 278.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET
CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's
FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
= 2.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.11 AVERAGE FLOW VELOCITY(FEET/SEC.) =
2.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 1.65 Tc(MIN.) = 6.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.353 RESIDENTIAL
(24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) =
0.93 SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) = 1.0 PEAK FLOW RATE(CFS) = 3.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET
FLOOD WIDTH(FEET) = 10.36 FLOW VELOCITY(FEET/SEC.) = 3.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.09 LONGEST FLOWPATH FROM NODE 541.00 TO NODE 545.00 = 358.00 FEET. **********************
****************************************************** FLOW PROCESS FROM NODE 545.00 TO NODE 545.00 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.) = 6.47 RAINFALL INTENSITY(INCH/HR) = 5.35 TOTAL STREAM
AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.88 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.)
(INCH/HOUR) (ACRE) 1 5.24 7.68 4.793 1.48 2 3.88 6.47 5.353 1.02 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 8.57
6.47 5.353 2 8.71 7.68 4.793
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**************************************************************************** FLOW PROCESS FROM NODE 548.00 TO NODE 554.00 IS CODE = 31 ------------------------------------------------------
---------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< =======================================================
===================== ELEVATION DATA: UPSTREAM(FEET) = 384.50 DOWNSTREAM(FEET) = 383.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE
IS 11.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.34 PIPE TRAVEL TIME(MIN.) =
0.09 Tc(MIN.) = 8.04 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 554.00 = 864.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 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.) = 8.04 RAINFALL INTENSITY(INCH/HR) = 4.66 TOTAL STREAM AREA(ACRES) = 3.59 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.34 **********************************
****************************************** FLOW PROCESS FROM NODE 550.00 TO NODE 552.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT
= .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 144.00 UPSTREAM ELEVATION(FEET) = 403.00 DOWNSTREAM ELEVATION(FEET)
= 399.00 ELEVATION DIFFERENCE(FEET) = 4.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.597 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 77.78 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.55 ************************************
**************************************** FLOW PROCESS FROM NODE 552.00 TO NODE 554.00 IS CODE = 62 ----------------------------------------------------------------------------
>>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================
UPSTREAM ELEVATION(FEET) = 398.80 DOWNSTREAM ELEVATION(FEET) = 383.00 STREET LENGTH(FEET) = 675.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM
CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
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STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's
FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET
FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.39 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.82 STREET FLOW
TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 6.64 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.264 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) =
1.1 PEAK FLOW RATE(CFS) = 4.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.83 FLOW VELOCITY(FEET/SEC.) = 3.16
DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 546.00 TO NODE 548.00 = 360.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 548.00 TO NODE 548.00 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.) = 6.64 RAINFALL INTENSITY(INCH/HR) = 5.26 TOTAL STREAM AREA(ACRES) = 1.09 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 4.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
8.71 7.94 4.691 2.50 2 4.07 6.64 5.264 1.09 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 11.84 6.64 5.264 2
12.34 7.94 4.691 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.34 Tc(MIN.) = 7.94 TOTAL AREA(ACRES) = 3.6 LONGEST FLOWPATH
FROM NODE 530.00 TO NODE 548.00 = 804.00 FEET.
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>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 383.00
DOWNSTREAM(FEET) = 382.20 FLOW LENGTH(FEET) = 36.70 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 11.07 ESTIMATED
PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.00 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.09 LONGEST FLOWPATH FROM NODE 530.00 TO
NODE 556.00 = 900.70 FEET. **************************************************************************** FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 11 --------------------
-------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ===========================================================================
= ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.00 8.09 4.635
4.74 LONGEST FLOWPATH FROM NODE 530.00 TO NODE 556.00 = 900.70 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.02 8.70 4.423 10.75 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 556.00 = 1220.00 FEET.
** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 37.48 8.09 4.635 2 38.24
8.70 4.423 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 38.24 Tc(MIN.) = 8.70 TOTAL AREA(ACRES) = 15.5 ****************************************
************************************ FLOW PROCESS FROM NODE 556.00 TO NODE 556.00 IS CODE = 12 ----------------------------------------------------------------------------
>>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ ****************************************************************************
FLOW PROCESS FROM NODE 556.00 TO NODE 568.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 382.20 DOWNSTREAM(FEET) = 352.00 FLOW LENGTH(FEET) = 388.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 21.64
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.24 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 9.00 LONGEST FLOWPATH FROM NODE
501.00 TO NODE 568.00 = 1608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 568.00 TO NODE 568.00 IS CODE
= 1 ----------------------------------------------------------------------------
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SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's
FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.08 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET
FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.12 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.98 STREET FLOW
TRAVEL TIME(MIN.) = 3.60 Tc(MIN.) = 6.20 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.503 STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 5.03 TOTAL AREA(ACRES) =
1.1 PEAK FLOW RATE(CFS) = 5.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.95 FLOW VELOCITY(FEET/SEC.) = 3.56
DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 550.00 TO NODE 554.00 = 819.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 554.00 TO NODE 554.00 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.) = 6.20 RAINFALL INTENSITY(INCH/HR) = 5.50 TOTAL STREAM AREA(ACRES) = 1.15 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 5.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
12.34 8.04 4.656 3.59 2 5.51 6.20 5.503 1.15 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 15.95 6.20 5.503 2
17.00 8.04 4.656 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.00 Tc(MIN.) = 8.04 TOTAL AREA(ACRES) = 4.7 LONGEST FLOWPATH
FROM NODE 530.00 TO NODE 554.00 = 864.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 554.00 TO NODE 556.00
IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
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AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.30 SUBAREA RUNOFF(CFS) = 8.31 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 8.67
END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST
FLOWPATH FROM NODE 560.00 TO NODE 564.00 = 654.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 564.00 TO
NODE 566.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED
PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 378.00 DOWNSTREAM(FEET) = 374.20
FLOW LENGTH(FEET) = 322.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.42 ESTIMATED PIPE DIAMETER(INCH) =
18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.67 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 7.73 LONGEST FLOWPATH FROM NODE 560.00 TO NODE 566.00 = 976.00
FEET. **************************************************************************** FLOW PROCESS FROM NODE 564.00 TO NODE 566.00 IS CODE = 81 ------------------------------------------------
---------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOU
R) = 4.775 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100
SUBAREA AREA(ACRES) = 1.64 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 13.70 TC(MIN.) = 7.73 ***********************************************
***************************** FLOW PROCESS FROM NODE 566.00 TO NODE 568.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE
PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 374.00 DOWNSTREAM(FEET) = 350.00 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 23.28 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.70
PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 7.82 LONGEST FLOWPATH FROM NODE 560.00 TO NODE 568.00 = 1106.00 FEET. ******************************************************************
********** FLOW PROCESS FROM NODE 568.00 TO NODE 568.00 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.) = 7.82
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>>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES
USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.00 RAINFALL INTENSITY(INCH/HR) = 4.33 TOTAL STREAM AREA(ACRES) = 15.49 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 38.24 **************************************************************************** FLOW PROCESS FROM NODE 560.00 TO NODE 562.00 IS CODE = 21 ------------------------------------------
---------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24.
DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 90.00 UPSTREAM ELEVATION(FEET)
= 394.00 DOWNSTREAM ELEVATION(FEET) = 384.50 ELEVATION DIFFERENCE(FEET) = 9.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 3.091 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE,
10.%, IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.45 TOTAL AREA(ACRES)
= 0.10 TOTAL RUNOFF(CFS) = 0.45 **************************************************************************** FLOW PROCESS FROM NODE 562.00 TO NODE 564.00 IS CODE
= 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 384.00 DOWNSTREAM ELEVATION(FEET) = 378.00 STREET LENGTH(FEET) = 564.00
CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET
CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb)
= 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.60 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.40 SPLIT DEPTH(FEET) = 0.25 SPLIT FLOOD WIDTH(FEET) = 6.14
SPLIT FLOW(CFS) = 0.86 SPLIT VELOCITY(FEET/SEC.) = 1.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET)
= 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 3.91 Tc(MIN.) = 7.01 100 YEAR
RAINFALL INTENSITY(INCH/HOUR) = 5.087 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92
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SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 100.00 (Reference:
Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.466 SUBAREA RUNOFF(CFS) =
0.46 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.46 **************************************************************************** FLOW PROCESS FROM NODE 19.00
TO NODE 19.00 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.) = 6.27 RAINFALL INTENSITY(INCH/HR) = 5.47 TOTAL STREAM AREA(ACRES) = 0.24 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.46
** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 50.75 9.12 4.291
19.53 2 0.46 6.27 5.466 0.24 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 40.30 6.27 5.466 2 51.11 9.12 4.291 COMPUTED
CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 51.11 Tc(MIN.) = 9.12 TOTAL AREA(ACRES) = 19.8 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 19.00
= 1788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 586.00 IS CODE = 31 -----------------------------------
----------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====================================
======================================== ELEVATION DATA: UPSTREAM(FEET) = 335.00 DOWNSTREAM(FEET) = 315.00 FLOW LENGTH(FEET) = 200.00 MANNING'S N = 0.012 DEPTH OF FLOW
IN 21.0 INCH PIPE IS 16.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 25.04 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.11 PIPE TRAVEL
TIME(MIN.) = 0.13 Tc(MIN.) = 9.25 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 586.00 = 1988.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO
MEMORY BANK # 2 <<<<< ============================================================================
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RAINFALL INTENSITY(INCH/HR) = 4.74 TOTAL STREAM AREA(ACRES) = 4.04 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc
INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 38.24 9.00 4.328 15.49 2 13.70 7.82 4.738
4.04 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 46.93 7.82 4.738 2 50.75 9.00 4.328 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS)
= 50.75 Tc(MIN.) = 9.00 TOTAL AREA(ACRES) = 19.5 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 568.00 = 1608.00 FEET. *******************************************************
********************* FLOW PROCESS FROM NODE 568.00 TO NODE 19.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW
TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION
DATA: UPSTREAM(FEET) = 353.00 DOWNSTREAM(FEET) = 335.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.)
= 25.03 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.75 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM
NODE 501.00 TO NODE 19.00 = 1788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 19.00 TO NODE 19.00
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.) = 9.12 RAINFALL INTENSITY(INCH/HR)
= 4.29 TOTAL STREAM AREA(ACRES) = 19.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 50.75 **************************************************************************** FLOW PROCESS
FROM NODE 18.00 TO NODE 19.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER
(AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 237.00 UPSTREAM ELEVATION(FEET) = 370.00 DOWNSTREAM ELEVATION(FEET) = 340.00 ELEVATION DIFFERENCE(FEET) = 30.00
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>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 380.00 DOWNSTREAM(FEET) = 376.80 FLOW LENGTH(FEET) = 208.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.80 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
2.33 PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 8.21 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 575.00 = 604.00 FEET. *************************************************************
*************** FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 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.) = 8.21 RAINFALL INTENSITY(INCH/HR) = 4.59 TOTAL STREAM AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33 *************************
*************************************************** FLOW PROCESS FROM NODE 571.00 TO NODE 573.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT
= .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 117.00 UPSTREAM ELEVATION(FEET) = 383.70 DOWNSTREAM ELEVATION(FEET)
= 383.00 ELEVATION DIFFERENCE(FEET) = 0.70 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.062 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM
OVERLAND FLOW LENGTH = 52.95 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR
) = 5.585 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.48 ****************************************************************************
FLOW PROCESS FROM NODE 573.00 TO NODE 575.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 383.00 DOWNSTREAM
ELEVATION(FEET) = 376.80 STREET LENGTH(FEET) = 476.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00
INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160
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**************************************************************************** FLOW PROCESS FROM NODE 570.00 TO NODE 572.00 IS CODE = 21 ------------------------------------------------------
---------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ RESIDENTIAL (24. DU/AC OR LESS)
RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 104.00 UPSTREAM ELEVATION(FEET) = 387.90
DOWNSTREAM ELEVATION(FEET) = 387.00 ELEVATION DIFFERENCE(FEET) = 0.90 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.752 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER
THAN THE MAXIMUM OVERLAND FLOW LENGTH = 60.96 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.777 SUBAREA RUNOFF(CFS) = 0.37 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.37 *************************************************
*************************** FLOW PROCESS FROM NODE 572.00 TO NODE 574.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE
STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET)
= 387.00 DOWNSTREAM ELEVATION(FEET) = 380.00 STREET LENGTH(FEET) = 292.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET)
= 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL)
= 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED
USING ESTIMATED FLOW(CFS) = 1.39 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 6.42 AVERAGE
FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 1.86 Tc(MIN.) = 7.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 4.821 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710
SUBAREA AREA(ACRES) = 0.59 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 2.33 END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.20 FLOW VELOCITY(FEET/SEC.) = 2.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 570.00 TO NODE
574.00 = 396.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 574.00 TO NODE 575.00 IS CODE = 31 ---------------------------
-------------------------------------------------
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DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.50 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
9.04 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 9.82 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 578.00 = 924.00 FEET. ***********************************************************
***************** FLOW PROCESS FROM NODE 575.00 TO NODE 578.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA
TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.090 RESIDENTIAL (24. DU/AC OR
LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.7100 SUBAREA AREA(ACRES) = 1.00 SUBAREA
RUNOFF(CFS) = 2.90 TOTAL AREA(ACRES) = 3.9 TOTAL RUNOFF(CFS) = 11.41 TC(MIN.) = 9.82 ****************************************************************************
FLOW PROCESS FROM NODE 578.00 TO NODE 584.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 373.00 DOWNSTREAM(FEET) = 370.50 FLOW LENGTH(FEET) = 189.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) =
8.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.41 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 10.21 LONGEST FLOWPATH FROM
NODE 570.00 TO NODE 584.00 = 1113.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 584.00 TO NODE 584.00
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.) = 10.21 RAINFALL INTENSITY(INCH/HR)
= 3.99 TOTAL STREAM AREA(ACRES) = 3.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.41 **************************************************************************** FLOW PROCESS
FROM NODE 580.00 TO NODE 582.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION IS "D" S.C.S. CURVE
NUMBER (AMC II) = 92 INITIAL SUBAREA FLOW-LENGTH(FEET) = 110.00 UPSTREAM ELEVATION(FEET) = 378.00 DOWNSTREAM ELEVATION(FEET) = 376.50 ELEVATION DIFFERENCE(FEET) =
1.50 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.245 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 68.64
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Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.48 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.60 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET
FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 9.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.294 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.13 SUBAREA RUNOFF(CFS) = 6.49 TOTAL AREA(ACRES) =
2.2 PEAK FLOW RATE(CFS) = 6.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.66
DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 571.00 TO NODE 575.00 = 593.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 575.00 TO NODE 575.00 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.) = 9.11 RAINFALL INTENSITY(INCH/HR) = 4.29 TOTAL STREAM AREA(ACRES) = 2.25 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 6.86 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1
2.33 8.21 4.591 0.68 2 6.86 9.11 4.294 2.25 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 8.51 8.21 4.591 2
9.04 9.11 4.294 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.04 Tc(MIN.) = 9.11 TOTAL AREA(ACRES) = 2.9 LONGEST FLOWPATH
FROM NODE 570.00 TO NODE 575.00 = 604.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 575.00 TO NODE 578.00
IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE
(NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 376.80 DOWNSTREAM(FEET) = 373.00 FLOW
LENGTH(FEET) = 320.00 MANNING'S N = 0.012
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** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.41 10.21 3.990
3.93 2 9.42 8.30 4.561 2.91 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 19.41 8.30 4.561 2 19.66 10.21 3.990 COMPUTED
CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.66 Tc(MIN.) = 10.21 TOTAL AREA(ACRES) = 6.8 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 584.00
= 1113.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 584.00 TO NODE 586.00 IS CODE = 31 -----------------------------------
----------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ====================================
======================================== ELEVATION DATA: UPSTREAM(FEET) = 370.50 DOWNSTREAM(FEET) = 315.00 FLOW LENGTH(FEET) = 161.00 MANNING'S N = 0.012 ESTIMATED PIPE
DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 32.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF
PIPES = 1 PIPE-FLOW(CFS) = 19.66 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 10.29 LONGEST FLOWPATH FROM NODE 570.00 TO NODE 586.00 = 1274.00 FEET. ************************
**************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 11 ----------------------------------------------------------------------------
>>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.66 10.29 3.969 6.84 LONGEST FLOWPATH FROM
NODE 570.00 TO NODE 586.00 = 1274.00 FEET. ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR)
(ACRE) 1 51.11 9.25 4.251 19.77 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 586.00 = 1988.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF
Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 68.78 9.25 4.251 2 67.38 10.29 3.969 COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 68.78 Tc(MIN.) = 9.25 TOTAL AREA(ACRES) = 26.6
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(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.131 SUBAREA
RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM
NODE 582.00 TO NODE 584.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 376.50 DOWNSTREAM ELEVATION(FEET)
= 370.50 STREET LENGTH(FEET) = 478.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET
CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's
FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS)
= 5.04 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.37 FLOOD WIDTH(FEET) = 12.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.61 SPLIT
DEPTH(FEET) = 0.25 SPLIT FLOOD WIDTH(FEET) = 6.33 SPLIT FLOW(CFS) = 0.97 SPLIT VELOCITY(FEET/SEC.) = 1.88 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET
FLOW TRAVEL TIME(MIN.) = 3.05 Tc(MIN.) = 8.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.561 RESIDENTIAL (24. DU/AC OR LESS) RUNOFF COEFFICIENT = .7100 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 92 AREA-AVERAGE RUNOFF COEFFICIENT = 0.710 SUBAREA AREA(ACRES) = 2.79 SUBAREA RUNOFF(CFS) = 9.03 TOTAL AREA(ACRES) =
2.9 PEAK FLOW RATE(CFS) = 9.42 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.00 FLOW VELOCITY(FEET/SEC.) = 2.78
DEPTH*VELOCITY(FT*FT/SEC.) = 1.05 LONGEST FLOWPATH FROM NODE 580.00 TO NODE 584.00 = 588.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 584.00 TO NODE 584.00 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.) = 8.30 RAINFALL INTENSITY(INCH/HR) = 4.56 TOTAL STREAM AREA(ACRES) = 2.91 PEAK FLOW
RATE(CFS) AT CONFLUENCE = 9.42
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STREET LENGTH(FEET) = 826.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL)
= 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR
for Streetflow Section(curb-to-curb) = 0.0160 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.32
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.83 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.67 STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 4.67 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY
IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF
COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 6.88 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 7.76 END OF SUBAREA STREET
FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.17 FLOW VELOCITY(FEET/SEC.) = 6.73 DEPTH*VELOCITY(FT*FT/SEC.) = 2.22 LONGEST FLOWPATH FROM NODE
590.00 TO NODE 594.00 = 918.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 594.00 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.) = 4.67 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM AREA(ACRES) = 1.41 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.76 ** CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 68.78 9.36 4.219 26.61 2 7.76
4.67 6.323 1.41 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 42.05 4.67 6.323 2 73.96 9.36 4.219 COMPUTED CONFLUENCE ESTIMATES ARE
AS FOLLOWS: PEAK FLOW RATE(CFS) = 73.96 Tc(MIN.) = 9.36
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**************************************************************************** FLOW PROCESS FROM NODE 586.00 TO NODE 586.00 IS CODE = 12 ------------------------------------------------------
---------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================ ****************************************************************
************ FLOW PROCESS FROM NODE 586.00 TO NODE 594.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW
TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION
DATA: UPSTREAM(FEET) = 315.00 DOWNSTREAM(FEET) = 295.00 FLOW LENGTH(FEET) = 186.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.)
= 28.11 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 68.78 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 9.36 LONGEST FLOWPATH FROM
NODE 501.00 TO NODE 594.00 = 2174.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 594.00
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.) = 9.36 RAINFALL INTENSITY(INCH/HR)
= 4.22 TOTAL STREAM AREA(ACRES) = 26.61 PEAK FLOW RATE(CFS) AT CONFLUENCE = 68.78 **************************************************************************** FLOW PROCESS
FROM NODE 590.00 TO NODE 592.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S.
CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 382.20 DOWNSTREAM ELEVATION(FEET) = 378.00 ELEVATION DIFFERENCE(FEET)
= 4.20 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 2.339 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 87.83
(Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL
INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.88 ***************************************************************
************* FLOW PROCESS FROM NODE 592.00 TO NODE 594.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW
TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) =
378.00 DOWNSTREAM ELEVATION(FEET) = 295.00
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**************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE = 10 ------------------------------------------------------
---------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 2 <<<<< ============================================================================ +--------------------------------------
------------------------------------+ | APPLY THE ATTENUATED FLOW DATA AS BASIN INFLOW | |
| | | +--------------------------------------------------------------------------+ **********************************
****************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500
SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 66.00 UPSTREAM ELEVATION(FEET) = 476.00 DOWNSTREAM ELEVATION(FEET)
= 460.00 ELEVATION DIFFERENCE(FEET) = 16.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 5.091 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.250 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.35 ***************************************************
************************* FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE
NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) =
460.00 DOWNSTREAM(FEET) = 372.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 336.00 CHANNEL SLOPE = 0.2619 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION
NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 0.35 FLOW VELOCITY(FEET/SEC) = 4.74 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL)
TRAVEL TIME(MIN.) = 1.18 Tc(MIN.) = 6.27 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 25.00 = 402.00 FEET. ************************************************************************
**** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE
PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.464 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT
= .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3500 SUBAREA AREA(ACRES) = 2.46 SUBAREA RUNOFF(CFS) = 4.70
TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 5.01 TC(MIN.) = 6.27 **************************************************************************** FLOW PROCESS FROM
NODE 25.00 TO NODE 26.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
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TOTAL AREA(ACRES) = 28.0 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 594.00 = 2174.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 594.00 TO NODE 1.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 295.00 DOWNSTREAM(FEET) = 294.00 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.34
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 73.96 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 9.45 LONGEST FLOWPATH FROM NODE
501.00 TO NODE 1.00 = 2245.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 594.00 TO NODE 1.00 IS CODE
= 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< =============================================================
=============== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.193 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II)
= 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.6113 SUBAREA AREA(ACRES) = 2.07 SUBAREA RUNOFF(CFS) = 3.04 TOTAL AREA(ACRES) = 30.1 TOTAL RUNOFF(CFS) = 77.13
TC(MIN.) = 9.45 +--------------------------------------------------------------------------+ | APPLY THE ATTENUATED FLOW DATA AS BASIN INFLOW | |
| | | +---------------------------------------------------
-----------------------+ **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 1.00 IS CODE = 7 ------------------------------
---------------------------------------------- >>>>>USER SPECIFIED HYDROLOGY INFORMATION AT NODE<<<<< ============================================================================
USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 59.45 RAIN INTENSITY(INCH/HOUR) = 1.28 TOTAL AREA(ACRES) = 30.10 TOTAL RUNOFF(CFS) = 4.70 *****************************************
*********************************** FLOW PROCESS FROM NODE 1.00 TO NODE 27.00 IS CODE = 31 ----------------------------------------------------------------------------
>>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 294.00 DOWNSTREAM(FEET) = 285.00 FLOW LENGTH(FEET) = 98.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 13.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) =
4.70 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 59.57 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 27.00 = 2343.00 FEET.
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FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME
THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET)
= 283.90 DOWNSTREAM(FEET) = 264.00 FLOW LENGTH(FEET) = 343.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE
IS 5.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 12.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.03 PIPE TRAVEL TIME(MIN.) =
0.47 Tc(MIN.) = 60.04 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 28.00 = 2686.00 FEET. ****************************************************************************
FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 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.) = 60.04 RAINFALL INTENSITY(INCH/HR) = 1.27 TOTAL STREAM AREA(ACRES) = 32.72 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.03 **********************************
****************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 602.00 IS CODE = 21 ----------------------------------------------------------------------------
>>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ STREETS & ROADS (CURBS/STORM DRAINS) RUNOFF COEFFICIENT
= .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 INITIAL SUBAREA FLOW-LENGTH(FEET) = 75.00 UPSTREAM ELEVATION(FEET) = 296.00 DOWNSTREAM ELEVATION(FEET)
= 285.00 ELEVATION DIFFERENCE(FEET) = 11.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 1.664 WARNING: THE MAXIMUM OVERLAND FLOW SLOPE, 10.%, IS USED IN Tc CALCULATION!
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. SUBAREA RUNOFF(CFS) = 0.66 TOTAL AREA(ACRES) = 0.12 TOTAL RUNOFF(CFS)
= 0.66 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 28.00 IS CODE = 62 ------------------------------------------
---------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 1 USED)<<<<< ==============================================================
============== UPSTREAM ELEVATION(FEET) = 285.00 DOWNSTREAM ELEVATION(FEET) = 262.00 STREET LENGTH(FEET) = 386.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 12.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 6.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS
CARRYING RUNOFF = 1 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0160
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>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 372.00
DOWNSTREAM(FEET) = 305.00 FLOW LENGTH(FEET) = 897.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.01 PIPE TRAVEL TIME(MIN.) = 1.18 Tc(MIN.)
= 7.45 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 26.00 = 1299.00 FEET. **************************************************************************** FLOW PROCESS FROM
NODE 26.00 TO NODE 27.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 305.00
DOWNSTREAM(FEET) = 284.00 FLOW LENGTH(FEET) = 185.00 MANNING'S N = 0.012 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.72 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.01 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.)
= 7.66 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 27.00 = 1484.00 FEET. **************************************************************************** FLOW PROCESS FROM
NODE 27.00 TO NODE 27.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN-STREAM MEMORY<<<<<
============================================================================ ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS)
(MIN.) (INCH/HOUR) (ACRE) 1 5.01 7.66 4.803 2.62 LONGEST FLOWPATH FROM NODE 23.00 TO NODE 27.00 = 1484.00 FEET. ** MEMORY BANK #
2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.70 59.57 1.279 30.10
LONGEST FLOWPATH FROM NODE 501.00 TO NODE 27.00 = 2343.00 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR)
1 5.61 7.66 4.803 2 6.03 59.57 1.279 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.03 Tc(MIN.) =
59.57 TOTAL AREA(ACRES) = 32.7 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 27.00 IS CODE =
12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 2 <<<<< ============================================================================
****************************************************************************
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STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.81 60.04 1.273 33.42 LONGEST FLOWPATH FROM
NODE 501.00 TO NODE 28.00 = 2686.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR)
(ACRE) 1 38.56 19.73 2.609 63.89 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 28.00 = 4412.60 FEET. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF
Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 40.80 19.73 2.609 2 25.62 60.04 1.273 COMPUTED CONFLUENCE ESTIMATES
ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 40.80 Tc(MIN.) = 19.73 TOTAL AREA(ACRES) = 97.3 ****************************************************************************
FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<< ===================
========================================================= **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 126.00
IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< =======================
===================================================== ELEVATION DATA: UPSTREAM(FEET) = 248.00 DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 249.00 CHANNEL
SLOPE = 0.0643 CHANNEL FLOW THRU SUBAREA(CFS) = 40.80 FLOW VELOCITY(FEET/SEC) = 9.26 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 20.18
LONGEST FLOWPATH FROM NODE 110.00 TO NODE 126.00 = 4661.60 FEET. **************************************************************************** FLOW PROCESS FROM NODE
126.00 TO NODE 126.00 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.) = 20.18 RAINFALL
INTENSITY(INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = 97.31 PEAK FLOW RATE(CFS) AT CONFLUENCE = 40.80 ****************************************************************************
FLOW PROCESS FROM NODE 30.00 TO NODE 32.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA
ANALYSIS<<<<< ============================================================================ NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION IS "D" S.C.S.
CURVE NUMBER (AMC II) = 88 INITIAL SUBAREA FLOW-LENGTH(FEET) = 123.00 UPSTREAM ELEVATION(FEET) = 452.00 DOWNSTREAM ELEVATION(FEET) = 420.00
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Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.52 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.16 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07 STREET
FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 3.21 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323 NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE. STREETS & ROADS (CURBS/STORM
DRAINS) RUNOFF COEFFICIENT = .8700 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 98 AREA-AVERAGE RUNOFF COEFFICIENT = 0.870 SUBAREA AREA(ACRES) = 0.58
SUBAREA RUNOFF(CFS) = 3.19 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 3.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.29 HALFSTREET FLOOD
WIDTH(FEET) = 8.39 FLOW VELOCITY(FEET/SEC.) = 4.68 DEPTH*VELOCITY(FT*FT/SEC.) = 1.38 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 28.00 = 461.00 FEET. ****************************
************************************************ FLOW PROCESS FROM NODE 28.00 TO NODE 28.00 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.) = 3.21 RAINFALL INTENSITY(INCH/HR) = 6.32 TOTAL STREAM
AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.)
(INCH/HOUR) (ACRE) 1 6.03 60.04 1.273 32.72 2 3.85 3.21 6.323 0.70 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 4.17
3.21 6.323 2 6.81 60.04 1.273 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.81 Tc(MIN.) = 60.04 TOTAL AREA(ACRES)
= 33.4 LONGEST FLOWPATH FROM NODE 501.00 TO NODE 28.00 = 2686.00 FEET. **************************************************************************** FLOW PROCESS
FROM NODE 28.00 TO NODE 28.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM
MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
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TOTAL AREA(ACRES) = 20.2 TOTAL RUNOFF(CFS) = 23.44 TC(MIN.) = 15.78 **************************************************************************** FLOW PROCESS FROM
NODE 126.00 TO NODE 126.00 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.) = 15.78 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 20.23 PEAK FLOW RATE(CFS) AT CONFLUENCE
= 23.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 40.80 20.18
2.571 97.31 2 23.44 15.78 3.012 20.23 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 55.36 15.78 3.012 2 60.81 20.18
2.571 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.81 Tc(MIN.) = 20.18 TOTAL AREA(ACRES) = 117.5 LONGEST FLOWPATH FROM NODE 110.00
TO NODE 126.00 = 4661.60 FEET. ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 117.5 TC(MIN.)
= 20.18 PEAK FLOW RATE(CFS) = 60.81 ============================================================================ ========================================================================
==== END OF RATIONAL METHOD ANALYSIS
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100PRATT.OUT
ELEVATION DIFFERENCE(FEET) = 32.00 SUBAREA OVERLAND TIME OF FLOW(MIN.) = 6.267 WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND
FLOW LENGTH = 100.00 (Reference: Table 3-1B of Hydrology Manual) THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR)
= 5.466 SUBAREA RUNOFF(CFS) = 0.63 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF(CFS) = 0.63 ****************************************************************************
FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 52 ---------------------------------------------------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL
FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 420.00 DOWNSTREAM(FEET)
= 418.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 391.00 CHANNEL SLOPE = 0.0051 NOTE: CHANNEL FLOW OF 1. CFS WAS ASSUMED IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS)
= 0.63 FLOW VELOCITY(FEET/SEC) = 1.07 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 6.07 Tc(MIN.) = 12.34 LONGEST FLOWPATH FROM NODE 30.00 TO NODE
34.00 = 514.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 34.00 IS CODE = 81 -------------------------
--------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.531 RESIDENTIAL (14.5 DU/AC OR LESS) RUNOFF COEFFICIENT = .6300 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) = 89
AREA-AVERAGE RUNOFF COEFFICIENT = 0.5973 SUBAREA AREA(ACRES) = 2.50 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 5.97 TC(MIN.)
= 12.34 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 126.00 IS CODE = 52 --------------------------------------------
-------------------------------- >>>>>COMPUTE NATURAL VALLEY CHANNEL FLOW<<<<< >>>>>TRAVELTIME THRU SUBAREA<<<<< ============================================================================
ELEVATION DATA: UPSTREAM(FEET) = 418.00 DOWNSTREAM(FEET) = 232.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 1437.70 CHANNEL SLOPE = 0.1294 NOTE: CHANNEL SLOPE OF .1 WAS ASSUMED
IN VELOCITY ESTIMATION CHANNEL FLOW THRU SUBAREA(CFS) = 5.97 FLOW VELOCITY(FEET/SEC) = 6.96 (PER LACFCD/RCFC&WCD HYDROLOGY MANUAL) TRAVEL TIME(MIN.) = 3.44 Tc(MIN.)
= 15.78 LONGEST FLOWPATH FROM NODE 30.00 TO NODE 126.00 = 1951.70 FEET. **************************************************************************** FLOW PROCESS FROM
NODE 34.00 TO NODE 126.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ====================
======================================================== 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.012 NATURAL DESERT LANDSCAPING RUNOFF COEFFICIENT = .3500 SOIL CLASSIFICATION
IS "D" S.C.S. CURVE NUMBER (AMC II) = 88 AREA-AVERAGE RUNOFF COEFFICIENT = 0.3846 SUBAREA AREA(ACRES) = 17.40 SUBAREA RUNOFF(CFS) = 18.35
Drainage Study for
Sunbow II, Phase 3
CHAPTER 4
HYDROLOGIC SOIL GROUP
Drainage Study for
Sunbow II, Phase 3
CHAPTER 5
DETENTION ANALYSIS
& CALCULATIONS
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 6/16/2020
HYDROGRAPH FILE NAME Text1
TIME OF CONCENTRATION 10 MIN.
6 HOUR RAINFALL 2.4 INCHES
BASIN AREA 30.1 ACRES
RUNOFF COEFFICIENT 0.6113
PEAK DISCHARGE 77.13 CFS
TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 10 DISCHARGE (CFS) = 2.6
TIME (MIN) = 20 DISCHARGE (CFS) = 2.7
TIME (MIN) = 30 DISCHARGE (CFS) = 2.8
TIME (MIN) = 40 DISCHARGE (CFS) = 2.9
TIME (MIN) = 50 DISCHARGE (CFS) = 3
TIME (MIN) = 60 DISCHARGE (CFS) = 3
TIME (MIN) = 70 DISCHARGE (CFS) = 3.2
TIME (MIN) = 80 DISCHARGE (CFS) = 3.3
TIME (MIN) = 90 DISCHARGE (CFS) = 3.4
TIME (MIN) = 100 DISCHARGE (CFS) = 3.5
TIME (MIN) = 110 DISCHARGE (CFS) = 3.8
TIME (MIN) = 120 DISCHARGE (CFS) = 3.9
TIME (MIN) = 130 DISCHARGE (CFS) = 4.2
TIME (MIN) = 140 DISCHARGE (CFS) = 4.3
TIME (MIN) = 150 DISCHARGE (CFS) = 4.7
TIME (MIN) = 160 DISCHARGE (CFS) = 4.9
TIME (MIN) = 170 DISCHARGE (CFS) = 5.5
TIME (MIN) = 180 DISCHARGE (CFS) = 5.8
TIME (MIN) = 190 DISCHARGE (CFS) = 6.6
TIME (MIN) = 200 DISCHARGE (CFS) = 7.2
TIME (MIN) = 210 DISCHARGE (CFS) = 8.8
TIME (MIN) = 220 DISCHARGE (CFS) = 10
TIME (MIN) = 230 DISCHARGE (CFS) = 14.7
TIME (MIN) = 240 DISCHARGE (CFS) = 18
TIME (MIN) = 250 DISCHARGE (CFS) = 77.13
TIME (MIN) = 260 DISCHARGE (CFS) = 11.8
TIME (MIN) = 270 DISCHARGE (CFS) = 7.9
TIME (MIN) = 280 DISCHARGE (CFS) = 6.2
TIME (MIN) = 290 DISCHARGE (CFS) = 5.2
TIME (MIN) = 300 DISCHARGE (CFS) = 4.5
TIME (MIN) = 310 DISCHARGE (CFS) = 4
TIME (MIN) = 320 DISCHARGE (CFS) = 3.7
TIME (MIN) = 330 DISCHARGE (CFS) = 3.4
TIME (MIN) = 340 DISCHARGE (CFS) = 3.1
TIME (MIN) = 350 DISCHARGE (CFS) = 2.9
TIME (MIN) = 360 DISCHARGE (CFS) = 2.7
TIME (MIN) = 370 DISCHARGE (CFS) = 0
Basin 1 (West Basin)
Elevation-Area & Elevation-Discharge Function
Elevation-Area Function
Elevation-Discharge Function
Project:Sunbow DetentionSimulation Run:Run 1
Reservoir:BASIN-1
Start of Run:05May2019, 00:00Basin Model:Basin 1
End of Run:05May2019, 06:10Meteorologic Model:Met 1
Compute Time:16Jun2020, 13:51:06Control Specifications:Control 1
Volume Units:
IN
Computed Results
Peak Inflow:77.1 (CFS)Date/Time of Peak Inflow:05May2019, 04:10
Peak Discharge:4.7 (CFS)Date/Time of Peak Discharge:05May2019, 05:00
Inflow Volume:0.20 (IN)Peak Storage:2.9 (AC-FT)
Discharge Volume:0.05 (IN)Peak Elevation:4.2 (FT)
Reservoir "BASIN-1" Results for Run "Run 1"
3.04.50
2.53.75
2.03.00
1.52.25
1.01.50
0.50.75
0.00.00
80
70
60
50
40
30
20
10
0
00:0001:0002:0003:0004:0005:0006:00
05May2019
Run:Run 1 Element:BASIN-1 Result:StorageRun:Run 1 Element:BASIN-1 Result:Pool ElevationRun:Run 1 Element:BASIN-1 Result:OutflowRun:Run 1 Element:BASIN-1 Result:Combined Inflow
Project:Sunbow DetentionSimulation Run:Run 1
Reservoir:BASIN-1
Start of Run:05May2019, 00:00Basin Model:Basin 1
End of Run:05May2019, 06:10Meteorologic Model:Met 1
Compute Time:16Jun2020, 13:51:06Control Specifications:Control 1
DateTimeInflowStorageElevationOutflow
(CFS)(AC-FT)(FT)(CFS)
05May201900:000.00.00.00.8
05May201900:102.60.00.00.8
05May201900:202.70.00.10.8
05May201900:302.80.10.10.8
05May201900:402.90.10.10.8
05May201900:503.00.10.20.8
05May201901:003.00.10.30.8
05May201901:103.20.20.30.8
05May201901:203.30.20.40.8
05May201901:303.40.20.40.8
05May201901:403.50.30.50.8
05May201901:503.80.30.50.8
05May201902:003.90.40.60.8
05May201902:104.20.40.70.8
05May201902:204.30.50.80.8
05May201902:304.70.50.80.8
05May201902:404.90.60.90.8
05May201902:505.50.61.00.8
05May201903:005.80.71.10.8
05May201903:106.60.81.30.8
05May201903:207.20.81.40.8
05May201903:308.80.91.50.8
05May201903:4010.01.11.70.8
05May201903:5014.71.22.00.8
05May201904:0018.01.42.30.9
Page 1
DateTimeInflowStorageElevationOutflow
(CFS)(AC-FT)(FT)(CFS)
05May201904:1077.12.13.21.0
05May201904:2011.82.74.01.2
05May201904:307.92.84.12.7
05May201904:406.22.84.24.0
05May201904:505.22.94.24.5
05May201905:004.52.94.24.7
05May201905:104.02.94.24.5
05May201905:203.72.84.24.3
05May201905:303.42.84.24.0
05May201905:403.12.84.23.8
05May201905:502.92.84.23.5
05May201906:002.72.84.23.3
05May201906:100.02.84.12.8
Page 2
RATIONAL METHOD HYDROGRAPH PROGRAM
COPYRIGHT 1992, 2001 RICK ENGINEERING COMPANY
RUN DATE 1/20/2020
HYDROGRAPH FILE NAME Text1
TIME OF CONCENTRATION 15 MIN.
6 HOUR RAINFALL 2.4 INCHES
BASIN AREA 37 ACRES
RUNOFF COEFFICIENT 0.637
PEAK DISCHARGE 75.88 CFS
TIME (MIN) = 0 DISCHARGE (CFS) = 0
TIME (MIN) = 15 DISCHARGE (CFS) = 3.4
TIME (MIN) = 30 DISCHARGE (CFS) = 3.5
TIME (MIN) = 45 DISCHARGE (CFS) = 3.7
TIME (MIN) = 60 DISCHARGE (CFS) = 3.8
TIME (MIN) = 75 DISCHARGE (CFS) = 4.1
TIME (MIN) = 90 DISCHARGE (CFS) = 4.3
TIME (MIN) = 105 DISCHARGE (CFS) = 4.6
TIME (MIN) = 120 DISCHARGE (CFS) = 4.9
TIME (MIN) = 135 DISCHARGE (CFS) = 5.4
TIME (MIN) = 150 DISCHARGE (CFS) = 5.7
TIME (MIN) = 165 DISCHARGE (CFS) = 6.6
TIME (MIN) = 180 DISCHARGE (CFS) = 7.1
TIME (MIN) = 195 DISCHARGE (CFS) = 8.7
TIME (MIN) = 210 DISCHARGE (CFS) = 9.9
TIME (MIN) = 225 DISCHARGE (CFS) = 14.5
TIME (MIN) = 240 DISCHARGE (CFS) = 18
TIME (MIN) = 255 DISCHARGE (CFS) = 75.88
TIME (MIN) = 270 DISCHARGE (CFS) = 11.7
TIME (MIN) = 285 DISCHARGE (CFS) = 7.8
TIME (MIN) = 300 DISCHARGE (CFS) = 6.1
TIME (MIN) = 315 DISCHARGE (CFS) = 5.1
TIME (MIN) = 330 DISCHARGE (CFS) = 4.4
TIME (MIN) = 345 DISCHARGE (CFS) = 4
TIME (MIN) = 360 DISCHARGE (CFS) = 3.6
TIME (MIN) = 375 DISCHARGE (CFS) = 0
Basin 2 (East Basin)
Elevation-Area & Elevation-Discharge Function
Elevation-Area Function
Elevation-Discharge Function
Project:Sunbow DetentionSimulation Run:Run 2
Reservoir:BASIN-2
Start of Run:05May2019, 00:00Basin Model:Basin 2
End of Run:05May2019, 06:15Meteorologic Model:Met 1
Compute Time:19Jun2020, 12:23:53Control Specifications:Control 2
Volume Units:
IN
Computed Results
Peak Inflow:75.9 (CFS)Date/Time of Peak Inflow:05May2019, 04:15
Peak Discharge:5.8 (CFS)Date/Time of Peak Discharge:05May2019, 05:00
Inflow Volume:0.25 (IN)Peak Storage:3.4 (AC-FT)
Discharge Volume:0.08 (IN)Peak Elevation:4.2 (FT)
Reservoir "BASIN-2" Results for Run "Run 2"
3.54.50
3.03.86
2.53.21
2.02.57
1.51.93
1.01.29
0.50.64
0.00.00
80
70
60
50
40
30
20
10
0
00:0001:0002:0003:0004:0005:0006:00
05May2019
Run:Run 2 Element:BASIN-2 Result:StorageRun:Run 2 Element:BASIN-2 Result:Pool ElevationRun:Run 2 Element:BASIN-2 Result:OutflowRun:Run 2 Element:BASIN-2 Result:Combined Inflow
Project:Sunbow DetentionSimulation Run:Run 2
Reservoir:BASIN-2
Start of Run:05May2019, 00:00Basin Model:Basin 2
End of Run:05May2019, 06:15Meteorologic Model:Met 1
Compute Time:19Jun2020, 12:23:53Control Specifications:Control 2
DateTimeInflowStorageElevationOutflow
(CFS)(AC-FT)(FT)(CFS)
05May201900:000.00.00.01.8
05May201900:153.40.00.01.8
05May201900:303.50.00.11.8
05May201900:453.70.10.11.8
05May201901:003.80.10.21.8
05May201901:154.10.20.21.8
05May201901:304.30.20.31.8
05May201901:454.60.30.41.8
05May201902:004.90.30.51.8
05May201902:155.40.40.61.8
05May201902:305.70.50.71.8
05May201902:456.60.60.81.8
05May201903:007.10.70.91.8
05May201903:158.70.81.11.9
05May201903:309.90.91.31.9
05May201903:4514.51.11.61.9
05May201904:0018.01.42.02.0
05May201904:1575.92.43.12.0
05May201904:3011.73.24.12.7
05May201904:457.83.34.25.0
05May201905:006.13.44.25.8
05May201905:155.13.44.25.7
05May201905:304.43.44.25.3
05May201905:454.03.34.24.9
05May201906:003.63.34.24.5
Page 1
DateTimeInflowStorageElevationOutflow
(CFS)(AC-FT)(FT)(CFS)
05May201906:150.03.34.13.5
Page 2
Drainage Study for
Sunbow II, Phase 3
CHAPTER 6
HYDROLOGY MAPS
Drainage Study for
Sunbow II, Phase 3
EXISTING CONDITION
HYDROLOGY MAPS
Drainage Study for
Sunbow II, Phase 3
PROPOSED CONDITION
HYDROLOGY MAPS
Drainage Study for
Sunbow II, Phase 3
CHAPTER 7
Preliminary Pipe Sizing