April 6, 2021
Charles Cisneros
Psomas
Via Email to: [email protected]
Re: Native American Tribal Consultation, Pursuant to the Assembly Bill 52 (AB 52), Amendments to the California Environmental Quality Act (CEQA) (Chapter 532, Statutes of 2014), Public Resources Code Sections 5097.94 (m), 21073, 21074, 21080.3.1, 21080.3.2, 21082.3, 21083.09, 21084.2 and 21084.3, 3KTG010400 Project, Orange County
Dear Mr. Cisneros:
Pursuant to Public Resources Code section 21080.3.1 (c), attached is a consultation list of tribes that are traditionally and culturally affiliated with the geographic area of the above-listed project. Please note that the intent of the AB 52 amendments to CEQA is to avoid and/or mitigate impacts to tribal cultural resources, (Pub. Resources Code §21084.3 (a)) (“Public agencies shall, when feasible, avoid damaging effects to any tribal cultural resource.”) Public Resources Code sections 21080.3.1 and 21084.3(c) require CEQA lead agencies to consult with California Native American tribes that have requested notice from such agencies of proposed projects in the geographic area that are traditionally and culturally affiliated with the tribes on projects for which a Notice of Preparation or Notice of Negative Declaration or Mitigated Negative Declaration has been filed on or after July 1, 2015. Specifically, Public Resources Code section 21080.3.1 (d) provides:
Within 14 days of determining that an application for a project is complete or a decision by a public agency to undertake a project, the lead agency shall provide formal notification to the designated contact of, or a tribal representative of, traditionally and culturally affiliated California Native American tribes that have requested notice, which shall be accomplished by means of at least one written notification that includes a brief description of the proposed project and its location, the lead agency contact information, and a notification that the California Native American tribe has 30 days to request consultation pursuant to this section.
The AB 52 amendments to CEQA law does not preclude initiating consultation with the tribes that are culturally and traditionally affiliated within your jurisdiction prior to receiving requests for notification of projects in the tribe’s areas of traditional and cultural affiliation. The Native American Heritage Commission (NAHC) recommends, but does not require, early consultation as a best practice to ensure that lead agencies receive sufficient information about cultural resources in a project area to avoid damaging effects to tribal cultural resources.
The NAHC also recommends, but does not require that agencies should also include with their notification letters, information regarding any cultural resources assessment that has been completed on the area of potential effect (APE), such as:
1. The results of any record search that may have been conducted at an Information Center of the California Historical Resources Information System (CHRIS), including, but not limited to:
CHAIRPERSON
Laura Miranda
Luiseño
VICE CHAIRPERSON
Reginald Pagaling
Chumash
SECRETARY
Merri Lopez-Keifer
Luiseño
PARLIAMENTARIAN
Russell Attebery
Karuk
COMMISSIONER
William Mungary
Paiute/White Mountain
Apache
COMMISSIONER
Julie TumamaitStenslie
Chumash
COMMISSIONER
[Vacant]
COMMISSIONER
[Vacant]
COMMISSIONER
[Vacant]
EXECUTIVE SECRETARY
Christina Snider
Pomo
NAHC HEADQUARTERS
1550 Harbor Boulevard
Suite 100
West Sacramento,
California 95691
(916) 373-3710
[email protected]
NAHC.ca.gov
• A listing of any and all known cultural resources that have already been recorded on or adjacent to the APE, such as known archaeological sites;
• Copies of any and all cultural resource records and study reports that may have been provided by the Information Center as part of the records search response; • Whether the records search indicates a low, moderate, or high probability that unrecorded cultural resources are located in the APE; and
• If a survey is recommended by the Information Center to determine whether previously unrecorded cultural resources are present.
2. The results of any archaeological inventory survey that was conducted, including:
• Any report that may contain site forms, site significance, and suggested mitigation measures.
All information regarding site locations, Native American human remains, and associated funerary objects should be in a separate confidential addendum, and not be made available for public disclosure in accordance with Government Code section 6254.10.
3. The result of any Sacred Lands File (SLF) check conducted through the Native American Heritage Commission was negative.
4. Any ethnographic studies conducted for any area including all or part of the APE; and
5. Any geotechnical reports regarding all or part of the APE.
Lead agencies should be aware that records maintained by the NAHC and CHRIS are not exhaustive and a negative response to these searches does not preclude the existence of a tribal cultural resource. A tribe may be the only source of information regarding the existence of a tribal cultural resource.
This information will aid tribes in determining whether to request formal consultation. In the event that they do, having the information beforehand will help to facilitate the consultation process.
If you receive notification of change of addresses and phone numbers from tribes, please notify the NAHC. With your assistance, we can assure that our consultation list remains current.
If you have any questions, please contact me at my email address: [email protected].
Sincerely,
Andrew Green
Cultural Resources Analyst
Attachment
Research & Collections
e-mail: [email protected]
October 31, 2021
PSOMAS
Attn: Charles Cisneros
re: Paleontological resources for the 3KTG010400 Project Dear Charles:
I have conducted a thorough search of our paleontology collection records for the locality and specimen data for proposed development at the 3KTG010400 project area as outlined on the portion of the Anaheim USGS topographic quadrangle map that you sent to me via e-mail on October 21, 2021. We do not have any fossil localities that lie directly within the proposed project area, but we do have fossil localities nearby from the same sedimentary deposits that occur in the proposed project area, either at the surface or at depth.
The following table shows the closest known localities in the collection of the Natural History Museum of Los Angeles County.
Locality
Number Location Formation Taxa Depth
LACM IP 4933
Near the
intersection of
Navajo Rd &
Meinhardt Rd Niguel Formation Invertebrates (unspecified) Unknown
LACM VP
1652
Rio Vista Avenue
south of Lincoln
Avenue
Alluvium
(Pleistocene) Sheep (Ovis)
Unknown
(excavations
for housing
project)
LACM VP
4185-4201
Coyote Creek,
adjacent to Ralph B
Clark Regional Park
in West Coyote Hills
La Habra Formation
(Pleistocene; sandy
silt shot through
with caliche)
Bison (Bison), camel
(Camelops), horse (Equus),
mammoth (Mammuthus),
mastodon (Mamut), elephant
clade (Proboscidea), dire wolf
(Canis dirus), Coyote (C.
latrans), deer (Odocoileus),
dwarf pronghorn
(Capromeryx),unidentified
artiodactyl; sea duck
(Chendytes)
Surface, in
creek bed
LACM VP Sunset Beach at Unknown Formation Camel (Camelops hesternus) Surface 3291 low tide, 50 yards
north of Anderson
Street & west of
Pacific Coast
Highway
(Pleistocene)
LACM VP
3260
Long Beach (more
specific locality not
available)
Unknown formation
(Pleistocene) Bison (Bison) Unknown
LACM VP
7739
Bluff Park (on the
beach adjacent to
the eastern half of
the southern edge
of the parking lot);
Long Beach
Late Pleistocene*
coastal deposits
(dark gray massive
sandy silt)
Invertebrates (snails; clams;
tusk shells; barnacles; crabs;
sea urchins); requiem shark
(Carcharhinus), Spotted cusk
eel (Chilara), croakers
(Genyonemus, Seriphus),
school shark (Galeorhinus),
righteye flounder
(Glyptocephalus), guitarfish
(Rhinobatos), toadfish
(Porichthys), perch
(Cymatogaster, Damalichthys),
bullhead shark (Heterodontus),
ray (Dasyatis, Myliobatus,
Raja), surfperch (Embiotoca,
Hyperprosopon, Micrometrus),
flatfish (Citharichthys), leopard
shark (Triakis), slender sole
(Lyopsetta), dogfish shark
(Squalus), skate (Squatina),
barracuda (Sphyraena) 56 ft bgs
VP, Vertebrate Paleontology; IP, Invertebrate Paleontology; bgs, below ground surface *Locality is 25 feet below carbon-14 accelerator mass spectrometry date of 43180 +/-710 years
This records search covers only the records of the Natural History Museum of Los Angeles County (“NHMLA”). It is not intended as a paleontological assessment of the project area for the purposes of CEQA or NEPA. Potentially fossil-bearing units are present in the project area, either at the surface or in the subsurface. As such, NHMLA recommends that a full paleontological assessment of the project area be conducted by a paleontologist meeting Bureau of Land Management or Society of Vertebrate Paleontology standards.
Sincerely,
Alyssa Bell, Ph.D.
Natural History Museum of Los Angeles County
enclosure: invoice
ReportNum DocAddlCitLetter Status OtherIDs Xrefs Authors CitYear CitMonth CitTitle CitPublisher CitPages CitMaps OR-01803 Bonner, Wayne H. 1998 Cultural Resources Records Search and Literature Review Report for a Pacific Bell Mobile Services Telecommunications Facility: Cm 179-06 in the City of Stanton, California Chambers Group, Inc.
OR-01949 Missing Padon, Beth, McLean, Deborah, and Strudwick, Ivan 1995 Cultural Resource Assessment for the City of Garden Grove LSA Associates, Inc. 23OR-02547 Huey, Gene and Lois M. Webb 1977 Widening of Katella Avenue Between Beach Boulevard and Dale Street in Stanton, Orange County, California Caltrans District 7OR-02548 Cameron, Constance 1976 Historic Property Survey of Valley View/katella City Project Nol 7505-10 Public Antiquities Salvage Team, CSUFOR-02745 Duke, Curt 2002 Cultural Resource Assessment at & T Wireless Services Facility No. 13116a Orange County, California LSA Associates, Inc.OR-02822 Thal, Sean 2004 Magnolia Katella/CA-8257a Telecommunications 10701 Magnolia Avenue, Stanton, Ca EarthTouch Inc.OR-02851 Thal, Sean 2004 Kennedy/ca8241b Telecommunications Near Western and Chapmanb Avenues, Stanton, Ca Orange County Tetra Tech, Inc.OR-02907 Bonner, Wayne H. 2002 Records Search Results for Cingular Wireless Site Sm-190-01 (the Magnolia Baptist Church Site), Located at 720 S. Magnolia Ave., Anaheim, Orange County, California W. H. Bonner AssociatesOR-02915 Bonner, Wayne H. 2002 Records Search Results for Cingular Wireless Site Sm-190-02 (chia Supermarket Shopping Center), 1222 S. Magnolia Ave., Orange County, California W. H. Bonner AssociatesOR-03021 Wlodarski, Robert J. 2006 Records Search for Royal Street Communications, Llc Wireless Telecommunications Site La0676a (sce Orangewood Avenue), Located at 7600 Orangewood Avenue, Stanton, Orange County, California Cellular, Archaeological Resource, Evaluations
OR-03304 Taniguchi, Christeen 2006 Historic Architectural Report for the Proposed Development of Hobby City in the Cities of Anaheim and Stanton, Orange County Galvin Preservation Associates, Inc.OR-03337 Paleo - Pollock, Katherine H. 2006 Archaeological and Paleontological Assessment of the Proposed Peaker Project Location at Bare Substation Southern California EdisonOR-03486 Baker, Cindy and Mary L. Maniery 2007 Cultural Resource Inventory and Evaluation of United States Army Reserve 63d Regional Readiness Command Facilities PAR Environmental Services, Inc.OR-03491 Sorrell, Tanya and Shannon Carmack 2007 Draft Cultural Resource Assessment Report the Hobby City Development Project, Cities of Stanton and Anaheim, Orange County, California LSA Associates, Inc.OR-03524 Bonner, Wayne H. 2009 Cultural Resource Records Search and Site Visit Results for T-Mobile USA Candidate LA03190I (Magnolia & Ball), 1226 South Magnolia Ave, Anaheim, Orange County, California Michael Brandman Associates 11OR-03859 Wlodarski, Robert 2010 AT&T Wireless Telecommunictions Site LA3078, Located at 2719 West Ball Road, Anaheim, Orange County, California C.A.R.E 8 OR-03901 Fulton, Phil 2009 Cultural Resource Assessment - Verizon Wireless Services, Webster Facility, City of Anaheim, Orange County, California LSA Associates, Inc. 17OR-03972 Kim, Steve 2007 Proposed Federal Aviation Administration (FAA) Airport Surface Detection Equipment, Model X (ASDE-X) System to Serve John Wayne--Orange County Airport (SNA), Santa Ana, California FAA 23
OR-04001 Anthofer, Joseph and Regier, Jeanna 1998 Union Pacific Railroad Company, Abandoment and Discontinuance Exemption, in Orange County, CA (Los Alamitos Branch) Combined Environmental and Historic Report Union Railroad Company 26 OR-04010 Fulton, Phil and Terri Fulton 2008 Cultural Resource Assessment, Verizon Wireless Services, West Ball Facility, City of Stanton, Orange County, California LSA Associates, Inc. 49OR-04300 Bonner, Wayne 2013 Cultural Resources Records Search and Site Visit Results for Verizon Wireless Candidate (Anaconda) 7581 Chapman Avenue, Garden Grove, Orange County, California MBA 15OR-04528 Bonner, Diane F., Carrie D. Wills, and Kathleen A. Crawford 2014 Cultural Resources Records Search and Site Visit Results for T Mobile West, LLC Candidate IE95007A (Ball Road-SCE), 2722 West Stonybrook Drive (N/O Ball Road, E/O Dale Street), Anaheim, Orange County Environmental Assessment Specialists, Inc. 16OR-04528 A Wills, Carrie D. and Kathleen A. Crawford 2014 Direct APE Historic Architectural Assessment for T Mobile West, LLC Candidate IE95007A (Ball Road-SCE), 2722 West Stonybrook Drive (N/O Ball Road, E/O Dale Street), Anaheim, Orange County Environmental Assessment Specialists, Inc. 2
OR-04578 Roland, Jennifer 2016 Mar Phase I Investigation for the Verizon Wireless Katella/Brookhurst Antenna Installation Project, Garden Grove, Orange County, California NWB Environmental Services, LLC 18 ReportNum
OR-01803OR-01949OR-02547OR-02548OR-02745OR-02822OR-02851OR-02907OR-02915OR-03021OR-03304OR-03337OR-03486OR-03491OR-03524OR-03859OR-03901OR-03972OR-04001OR-04010OR-04300OR-04528OR-04528OR-04578 ReportType InventorySize InventoryDisclosure InventoryCollections InventoryNotes Resources ResourceCount HasInformals Counties Maps Address PLSS Literature search .25 ac 0 No Orange ANAHEIMLiterature search QC 30-000392, 30-001260, 30-001261, 30-001262, 30-001263, 30-001264, 30-001265, 30-001266, 30-001267, 30-001268, 30-001269, 30-001270, 30-001307 13 No Orange
ANAHEIM, LOS ALAMITOS, NEWPORT BEACH
Other research 2 limi 0 No Orange ANAHEIMOther research 2 limi 0 No Orange LOS ALAMITOSArchaeological, Field study .25 ac 0 No Orange ANAHEIMLiterature search .25 ac 0 No Orange ANAHEIMLiterature search .25 ac 0 No Orange ANAHEIMLiterature search ~0.25 ac 0 No Orange ANAHEIMLiterature search <0.25 ac 0 No Orange ANAHEIMArchaeological, Field study <1 ac 0 No Orange ANAHEIMArchaeological, Field study ~2 ac 30-176810, 30-176811, 30-176812, 30-176813, 30-176814, 30-176815, 30-176816, 30-176817, 30-176818, 30-176819, 30-176820, 30-176821, 30-176822, 30-176823, 30-176824, 30-176825, 30-176826, 30-176827, 30-176828, 30-176829 20 No Orange
Archaeological, Field study ~15 ac 0 No Orange ANAHEIMArchaeological, Evaluation, Field study 375 ac Same as report LA8898 19-003659, 19-186589, 19-187950, 19-187951, 19-187952, 19-187953, 19-187954, 19-187955, 19-187956, 30-176836, 30-176837 11 No Orange
BEVERLY HILLS, EL MONTE, LONG BEACH, LOS ALAMITOS, LOS ANGELES, PASADENA, SOUTH GATE, TUSTIN, VAN NUYS Archaeological, Field study 13.64 ac
30-176810, 30-176811, 30-176812, 30-176813, 30-176814, 30-176815, 30-176816, 30-176817, 30-176818, 30-176819, 30-176820, 30-176821, 30-176822, 30-176823, 30-176824, 30-176825, 30-176826, 30-176827, 30-176828, 30-176829, 30-176830, 30-176831, 30-179853, 30-179854 24 No Orange ANAHEIM
Archaeological, Field study 0 No Orange ANAHEIM 1226 S. Magnolia Ave. AnaheimArchaeological, Field study, Other research Not for publication No 0 No Orange ANAHEIM 2719 West Ball Road AnaheimLiterature search Not for publication No 0 No Orange ANAHEIMArchaeological, Field study QC Not for publication No 30-000077, 30-000194, 30-000687, 30-001223 4 No Orange
LAGUNA BEACH, LOS ALAMITOS, NEWPORT BEACH, TUSTIN
Archaeological, Field study Not for publication No
Mapped to description, map provided, and USGS features. 0 No Orange LOS ALAMITOS
Archaeological, Field study Not for publication No 0 No Orange LOS ALAMITOS StantonArchaeological, Field study 0 No Orange ANAHEIM 7581 Chapman Ave Garden Grove, CAArchaeological, Architectural/Historical, Field study Not for publication No 30-177522 1 No Orange ANAHEIM 2722 West Stonybrook Drive Anaheim 92804Architectural/Historical, Evaluation Not for publication NoArchaeological, Field study Not for publication No 0 No Orange ANAHEIM Appendix D
Preliminary Hydrology and Water Quality Technical Report
Hydrology and Water Quality Technical Report
For
TOWN CENTER SPECIFIC PLAN
CITY OF STANTON, CA
October 8, 2021
HYDROLOGY AND WATER QUALITY TECHNICAL
REPORT
For:
STANTON TOWN CENTER SPECIFIC PLAN
Psomas Project No: 2KTG010400
Prepared for:
City of Stanton
7800 Katella Avenue
Stanton, CA 60680-3162
Prepared by:
PSOMAS
5 Hutton Centre Drive, Suite 200
Santa Ana, California 92707
(714) 751-7373
(714) 545-8883 Fax
Preparation Date:
October 8, 2021
TOWN CENTER SPECIFIC PLAN
HYDROLOGY AND WATER QUALITY TECHNICAL REPORT i
TABLE OF CONTENTS
1.0 Introduction ............................................................................................................ 1
1.1 Background and History ................................................................................ 1
1.2 Development Planning for Storm Water Management .................................. 4
1.2.1 Flood Control Criteria
1.2.2 Storm Water Quality
2.0 Existing Conditions................................................................................................ 6
2.1 Existing Land Use........................................................................................... 6
2.2 Hydrology........................................................................................................ 6
2.2.1 Rational Method
2.2.2 Existing Watershed Description
2.2.3 Existing Condition Surface Water Hydrology
2.2.4 Existing Condition Flooding
2.3 Floodplain Mapping....................................................................................... 14
2.4 Storm Water Quality...................................................................................... 14
2.4.1 Nonpoint Source Pollutants
2.4.2 Physical Characteristics of Surface Water Quality
2.4.3 Existing Storm Water Quality
3.0 Proposed Project.................................................................................................. 20
3.1 Proposed Land Uses .................................................................................... 20
3.2 Hydrology...................................................................................................... 21
3.2.1 Proposed Watershed Description
3.2.2 Proposed Condition Surface Water Hydrology
3.3 Water Quality ................................................................................................ 25
4.0 Proposed Impacts and/or Suggested Specific Plan Policies ........................... 26
4.1 Hydrologic and Hydraulic Impacts................................................................. 26
4.2 Floodplain Impacts........................................................................................ 27
4.3 Water Quality Impacts................................................................................... 27
4.3.1 Construction Water Quality Impacts
4.3.2 Construction Mitigation
4.3.3 Development and Redevelopment Water Quality Impacts
TOWN CENTER SPECIFIC PLAN
HYDROLOGY AND WATER QUALITY TECHNICAL REPORT ii
4.3.4 Non-Structural/Source Control BMPs Mitigation
4.3.5 Structural/Treatment BMPs Mitigation
4.3.6 On-site Low Impact Development and Treatment Control BMPs
4.3.7 Hydromodification
5.0 Storm Drain Cost Estimate.................................................................................. 40
6.0 Conclusions.......................................................................................................... 41
6.1 Drainage and Hydrology ............................................................................... 41
6.2 Floodplains ................................................................................................... 41
6.3 Water Quality ................................................................................................ 41
6.4 Identified Data Gaps ..................................................................................... 42
7.0 References............................................................................................................ 43
LIST OF TABLES
Table 2.1 – Percent Impervious Values ............................................................................... 7 Table 2.2 – Existing Condition Land Use Distribution ...................................................13 Table 2.3 – Existing Conditions Peak Flowrates.............................................................14 Table 3.1 – Proposed Condition Land Use Distribution ................................................22 Table 3.2 – Proposed Condition Peak Flow Rates.........................................................25 Table 4.1 – 100-Year Site Discharge Comparison.........................................................26 Table 4.2 – Priority Project Categories...............................................................................30
LIST OF FIGURES
Figure 1 – Regional Location and Local Vicinity Map...................................................... 2 Figure 2 – Project Aerial Map.................................................................................................. 3 Figure 3 – Existing Land Use Map ........................................................................................ 9 Figure 4 – Hydrologic Soils Group Map.............................................................................10 Figure 5 – Storm Drain Base Map .......................................................................................11
TOWN CENTER SPECIFIC PLAN
HYDROLOGY AND WATER QUALITY TECHNICAL REPORT iii
Figure 6 – Existing Condition Hydrology Map..................................................................12 Figure 7 – Proposed Land Use Map ...................................................................................23 Figure 8 – Proposed Condition Hydrology Map...............................................................24
LIST OF APPENDICES
Appendix A: Orange County Rational Method Calculations – Existing Condition Appendix B: Orange County Rational Method Calculations – Proposed (Ultimate) Condition
TOWN CENTER SPECIFIC PLAN
HYDROLOGY AND WATER QUALITY TECHNICAL REPORT 1
1.0 Introduction
The following study represents the Hydrology and Water Quality Technical Report prepared in support of the Town Center Specific Plan, Initial Study and Mitigated Negative Declaration. This study is based on the Hydrology and Water Quality Report prepared by RBF Consulting for the City of Stanton Town Center Specific Plan in October 2009 and is revised to reflect the current specific plan and storm water permit requirements. This report is a technical engineering study/evaluation intended to support the Town Center Specific Plan for the project on issues related to drainage, surface hydrology, and water quality.
The Town Center Specific Plan project site encompasses a 156.9-acre area in the northern portion of the City of Stanton. The City of Stanton is generally situated south of the cities of Anaheim and Buena Park, west of Garden Grove, and north of Westminster. The Specific Plan area is generally bounded by Cerritos Avenue to the north, Dale Avenue to the east, Katella Avenue to the south, and Rose Street to the west. Existing land uses surrounding the Specific Plan area include a mix of small commercial centers along Beach Boulevard; single-family and multi-family residential uses to the north; a Southern California Edison (SCE) substation and industrial uses to the east; industrial and commercial uses, including ORCO Block and Hardscape and a shopping center anchored by Food 4 Less, to the south; single- and multi-family residential uses to the west; and Stanton City Hall, Stanton Library, and an Orange County Sheriff Substation to the southwest. (See Figures 1 and 2 for the Regional Location and Local Vicinity Map, and the Project Aerial Map, respectively).
The project consists of the revitalization of the City of Stanton, which is located within Orange County and under the jurisdiction of the Santa Ana Regional Water Quality Control Board (RWQCB). The proposed project involves mixed-use, commercial retail, industrial, open space parks and residential expansion and development. Both the commercial retail and industrial areas will have a mixed-use land use.
All assessments and technical analyses in this report are in compliance with the local drainage policies and requirements for the City of Stanton, Santa Ana RWQCB, and Orange County. The hydrology analysis and drainage assessments have been prepared at a specific plan level based upon available information.
1.1 Background and History
The City of Stanton initiated a comprehensive planning process for the Town Center to develop a cohesive, long-range plan for logical growth and provide the community with certainty of what may be developed. The Town Center Specific Plan provides policy, regulatory, and design guidance for both public and private land. The City of Stanton is in a key location for future regional transit opportunities including bus, rail, and light-rail.
The Pacific Electric Corridor and the Union Pacific Line intersect at Beach Boulevard and Pacific Street, creating a unique opportunity for a transit center.
Dale Ave
Fern Ave
Lola Ave
Rome Ave
Main St
Yana Dr
Monroe Ave
Dale St
Bowles Ave
Elmer Ln
Starr St
2nd St
Joel Ave
Oak St
Alley
Eileen St
1st St
Jay St
Katella Ave
Sherrill St
Pacific St
Cody Dr
Date St
Dewey Dr
Ben Ave
Devoy Dr
Glen Holly Dr
Mack St
Ruthann Ave
Hayward St
Rose St
Elmlawn Dr Sylvan St
Gaymont St
Jane Ave
Flower Ave
Verona St
Palais Rd
Chester Ave
La Grand Ave
Courtright St
Tina Way
Davmor Ave
Court Ave Chestnut Ave
Christy St
Kenmore St
Wasco Rd
MacDuff St
Lynrose Dr Birchleaf Dr
Santa Rosalia St
East Gates St
Adah St
S
Pacific Ave ycamore Ave
Rochelle St
College Dr
Stardust Ln
Plaza Way
Kennelly Ln
Syracuse Ave
Cedar St
Oneida Ave
Mac Murray St
Ashdale St
Sandalwood Way
Stanton Ave
Standustrial St
Jane Way
Park Recess
Pine Tree Ln
Joyzelle Dr
Fernwood MHP
Regal Ave
Chanticleer Rd
Nira Ave
Electric Ave
Central Ave
Joyzelle Ave
Mac St
Teranimar Dr
June Ave
Winston Rd
Sharon Cir
Masterson Rd
Mac Duff St
Marsha Ave
Harriet Ln
Lullaby Ln
Sentry Dr
McNab St
Briar Oak s Dr
Sonnet St
Melwood St
Halliday St
Boatman Ave
Wy att Rd
Anaheim
Mobile Estates MHP
Unnamed Street
Beechwood Way
Tracy Ave
Mitchell Dr
Vantage St
Lee Way
Annapolis Ave
Plaza Pines Estate s MHP
Mercantile Ave Maywood Ave
Nancy Ln
Marin Ct
Vicilia St
Santa Maria St
Oakcrest Pl
Shelli Dr
E ml Cir
Banff St
Ascot Pl
Ravenswood Dr
Calico Cir
Sherrill St
Kenmore St
Sylvan St
Yana Dr
Adah St
Rome Ave
Monroe Ave
Rome Ave
Halliday St
Vicilia St
Lynrose Dr
Adah St
Palais Rd
Dale St
Lola Ave
Winston Rd
Cedar St
Yana Dr
Lullaby Ln
Lynrose Dr
Court Ave
Vantage St
Ashdale St
Mac S
R
t
ose St
Devoy Dr
Court Ave
Dale Ave
Alley
Sherrill St
Chanticleer R d
Katella Ave
Wasco Rd
Alley
Kenmore St
Pacific St
Flower Ave
Court Ave
MacDuff St
Teranimar Dr
Sylvan St
Stanton Park
Twila Reid Park
City Park
Rancho Alamitos High School
Dale Junior High School
Robert M Pyles Elementary SCH
Bryant Elementary School
Mabel Carver Elementary School
Baden-Powell Elementary School
D:\Projects\3KTG\010400\MXD\MND\fig_LV_RL_20211011.mxd
²
Seal Beach
Project Location
§¨10
Los Angeles
Orange
Beach
Huntington
Long Beach
Carson
Costa Mesa
Irvine
Downey
Westminster
Santa Ana
Whittier
Anaheim
ST142
ST57
ST55
ST261
ST213
ST91
ST60
ST72
ST39
ST90
ST19
ST73
ST22
ST1
§¨605
§¨110
§¨710
§¨5
§¨105
§¨405
Regional Location and Local Vicinity
Town Center Specific Plan Project
Figure 1
(Rev: 10/11/2021 JVR) M:\3KTG010400\ENGR\REPORTS\SPECIFIC PLAN UPDATE\Appendix C2 Hydrology and Water Quality\ 1,000 500 0 1,000
Feet
Project Boundary
10/12/21, 6:59 PM .
500 feet
CITY OF STANTON
FIGURE 2
PROJECT AERIAL MAP
TOWN CENTER SPECIFIC PLAN PROJECT SITE LEGEND
TOWN CENTER SPECIFIC PLAN
HYDROLOGY AND WATER QUALITY TECHNICAL REPORT 4
1.2 Development Planning for Storm Water Management
1.2.1 Flood Control Criteria
According to the County of Orange Local Drainage Manual, all habitable structures must be designed to provide 1.0 foot of freeboard during 100-year storm events. Roadways must be designed to allow one travel lane (approximately 12 feet) during the 10-year storm event and in sump conditions, one travel lane during the 25-year storm event.
The 10-year frequency shall be used in storm drain design when tributary areas are less than 640 acres. The water surface elevation must be kept below the top of curb, using a combination of street and storm drain flow. In sump conditions, catch basins and the connecting storm drains should be designed to a 25-year frequency. Regional and subregional facilities should be designed to the 100-year frequency with a minimum freeboard of 0.5 feet in subcritical flow and 1.0 feet in supercritical flow.
1.2.2 Storm Water Quality
The Clean Water Act (CWA) is the primary Federal law that protects the nation's surface waters and requires that an appropriate permit must be obtained to discharge into the Waters of the United States (US). Section 402 of the CWA establishes the National Pollutant Discharge Elimination System (NPDES), a permitting system for the discharge of any pollutant (except for dredge or fill materials) into the Waters of the US. The CWA requires that municipal NPDES Permits include:
1. A requirement to effectively prohibit non-storm water discharges into municipal storm sewers; and
2. Controls to reduce the discharge of pollutants from municipal storm drains to the maximum extent practicable, including management practices, control techniques and system, design and engineering methods, and such other provisions as the Administrator or the State determines appropriate for the control of such pollutants.
On January 18, 2002, the Santa Ana RWQCB issued a municipal storm water NPDES permit to the County of Orange and the 25 incorporated cities within the Santa Ana region, including the City of Stanton. This permit falls under a Phase I municipal separate storm water systems (MS4) permit which requires the discharger to develop and implement a WQMP with the goal of reducing the discharge of pollutants to the maximum extent possible (MEP). MEP is the performance standard specified in Section 402(p) of the Clean Water Act.
On July 22, 2006, the County of Orange, Orange County Flood Control District (OCFCD) and the incorporated cities (hereinafter collectively referred to as permittees or dischargers), submitted NPDES Application No. CAS618030 and a Report of Waste Discharge for reissuance of their areawide urban storm water
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permit. The updated permit was issued as ORDER NO. R8-2009-0030, NPDES No.
CAS618030 as amended by Order No. R8-2010-0062.
The Orange County Drainage Area Management Plan (DAMP) was created to "present a plan that satisfies NPDES permit requirements and to evaluate the impacts of urban stormwater discharges on receiving waters." The current DAMP (2003) was "redesigned [from the original 1993 DAMP] to serve as the foundation for a series of model programs, local implementation plans, and watershed implementation plans" and was "developed through a process that involved public and private sector input and public review through the California Environmental Quality Act (CEQA) process." Per Chapter
6.20 (Stormwater Discharge and Water Quality Ordinance) of the City of Stanton Municipal code, all new developments and significant redevelopments shall be in compliance with the Orange County DAMP and any conditions and requirements established by the Planning Department.
The Town Center Specific Plan must adhere to the DAMP New Development/Significant Redevelopment Program which fulfills the requirements of Section IIX of the Santa Ana Regional Water Quality Board Municipal NPDES Stormwater permit, R8-2009-0030, NPDES No. CAS618030 as amended by Order No. R8-2010-0062.
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2.0 Existing Conditions
The purpose of this existing conditions evaluation is to establish a baseline for comparison of the pre- and the post-project conditions. Baseline conditions investigated include the following: land use, hydrology, floodplain mapping, and surface water quality.
2.1 Existing Land Use
The project site drains generally to the southwest. The project area consists of a mixture of residential, commercial, industrial and barren land uses. Refer to Figure 3 for the Existing Land Use Map.
Note for the hydrology analysis, watershed land uses were simplified to consist of barren, residential (5-7 or 8-10 dwellings per acres), and commercial. The actual land uses varied slightly from those shown in the hydrology analysis due to a site visit and the percent impervious found in the existing conditions. Regions of the existing site were found to have a higher percent impervious than the hydrology manual specifies per the existing land use.
2.2 Hydrology
A hydrologic analysis for the existing condition was prepared for the Town Center Specific Plan. Hydrologic calculations to evaluate surface runoff associated with 10- year, 25-year and 100-year storm frequencies from the tributary drainage areas were performed using the Rational Method. Hydrologic parameters used in the analysis, such as rainfall, impervious values, time of concentration and soil classification, are presented in the Orange County Hydrology Manual and Addendum No. 1, dated 1986 and 1996, respectively.
2.2.1 Rational Method
The Advanced Engineering Software (AES) computer program RATSCx was used for the Rational Method calculations. According to the Orange County Hydrology Manual, the Rational Method was originally developed to estimate runoff from small (less than one square mile / 640 acres) urban and developed areas. The Rational Method equation relates rainfall intensity, a runoff coefficient, and drainage area size to the direct peak runoff. The design discharges were computed by generating a hydrologic "link-node" model, which divides the area into drainage subareas. These subareas are tributary to concentration points or hydrologic "node" points determined by the existing terrain and street layout. The following assumptions/guidelines were applied for use of the Rational Method:
1. The Rational Method hydrology includes the effects of infiltration caused by soil surface characteristics. The soils map from Orange County
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Hydrology Manual indicates that the study area consists of soil types A and B. Refer to Figure 4 for the Hydrologic Soils Group Map.
2. The infiltration rate is also affected by the type of vegetation or ground cover and percentage of impervious surfaces. Table 2.1 contains a summary of the impervious values used for the analysis.
Table 2.1 - Percent Impervious Values
Land Use % Impervious
Commercial, Downtown Business, or Industrial 90
Natural or Agriculture 0
Public Park 15
School 40
Residential: 2.5 acre lots 10
Residential: 1 acre lots 20
Residential: 2 dwellings/acre 30
Residential: 3-4 dwellings/acre 40
Residential: 5-7 dwellings/acre 50
Residential: 8-10 dwellings/acre 60
Residential: More than 10 dwellings/acre 80
Condominiums 65
Apartments 80
Mobile Home Park 75
3. The time of concentration (Tc) is defined as the interval of time required for the runoff from the most hydraulically remote portion of the drainage area to reach the point of concentration. The time of concentration is a function of many variables including the length of the flow path from the most remote point of an area to the concentration point, the slope and other characteristics of natural and improved channels in the area, the infiltration characteristics of the soil and the extent and type of development.
4. Standard rainfall intensity data was based on the 10-year, 25-year and 100-year return periods, which can be found in Table B.1. of the Orange County Hydrology Manual.
5. Drainage patterns were determined using information obtained from existing storm drain plans, site visits, Google Maps and Google Earth, the City of Stanton GIS website, and Orange County Flood Control District base maps. Note that discrepancies were found between the City of Stanton's GIS files and as-built conditions in the field. Existing facilities were verified during a site visit on April 22, 2009 and discussed with City
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employees on April 29, 2009. Refer to Figure 5 -Storm Drain Base Map for existing storm drain facilities.
2.2.2 Existing Watershed Description
The existing watershed analyzed was assumed to be the area within the site boundary, more or less. All other areas tributary to the existing storm drain facilities were not analyzed. The existing watershed was divided into eight different sub-watersheds (A through H), with A being the most Northerly and continuing the naming convention in a counter-clockwise direction. Note sub-watersheds B and C exit the site at the same location and are considered to be one watershed. Sub-watersheds A, F and G were expanded and sub-watershed H was added to this study based on the updated specific plan project site. It should be noted that some areas along the periphery streets of the Specific Plan area were not included in the drainage analysis because the drainage flowed away from the Specific Plan area and was generally comingled with off-site drainage, outside of the Project boundary.
Sub-watersheds A, F, and G are picked up by existing storm drain facilities. Pipe and channel slopes were determined from as-builts. If as-builts were not available a constant slope was assumed equal to the site slope, as described below. Watersheds B, C, D, and E exited the specific plan site boundary through street flow and will enter an existing storm drain facility within Katella Avenue, downstream of the site. Subwatershed H drainage consists of curb and gutter street flow easterly and southerly along Cerritos Avenue and Dale Avenue, respectively, and is pickup up by a catch basin and short lateral discharging directly into the Stanton Channel wing-wall outlet structure.
All storm drain facilities are tributary to the Orange County Facility No. C02S01: Stanton Storm Channel.
The maximum elevation differential of the watershed is approximately 5 feet North to South (from elevation 68 at Cerritos Avenue to elevation 63 at Katella Avenue). The entire site was estimated to have a slope of 0.002 ft/ft. Table 2.2 provides the existing condition subarea characteristics. The subareas listed correspond with Figure 6:
Existing Condition Hydrology Map.
The watershed subarea boundaries were delineated utilizing aerial photographs, field visits and storm drain plans. A Master Plan of Drainage for the City of Stanton was completed May of 1971 that included proposed facilities within the project site. After field visits and discussions with the City, it was concluded that the City has deviated from the existing Master Plan and there are no future plans to change the existing facilities to those specified in the Master Plan. The existing Master Plan of Drainage was assumed to be out of date and the proposed facilities were disregarded for this analysis.
PROJECT
SITE
CITY OF STANTON
FIGURE 4
HYDROLOGIC SOILS GROUP MAP
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© 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS LEGEND
STORM DRAIN BASE MAP
TOWN CENTER SPECIFIC PLAN
CITY OF STANTON, CA
FIGURE 5
© 2021 Microsoft Corporation © 2021 Maxar ©CNES (2021) Distribution Airbus DS 100
101
102103
104
107 106 105
109 108
110
111
150
151152153
156 155 154 158 157
203
200201
202
204
300301302 303
400
401
402
500501 502
700
701 702 703
600
601
602
603
604
605
606
F-5
5.5 Ac
F-6
6.6 Ac
F-4
4.1 Ac
F-1
0.7 Ac F-2
0.9 Ac F-3
1.3 Ac
E-2
0.7 Ac
D-1
0.9 Ac
D-2
0.6 Ac
B-5
2.8 Ac
B-4
3.1 Ac
B-3
1.0 Ac
B-1
0.7 Ac
B-2
0.6 Ac
C-1
0.4 Ac
C-2
0.4 Ac
C-3
0.4 Ac
G-1
0.9 Ac
G-2
1.4 Ac
G-3
3.2 Ac
A-18
20.4 Ac
A-9
4.4 Ac
A-8
5.0 Ac
A-7
3.8 Ac
A-6
1.9 Ac A-5
1.1 Ac
A-4
0.8 Ac
A-3
0.8 Ac
A-2
0.7 Ac
A-1
1.1 Ac
A-10
1.3 Ac
A-12
1.7 Ac
A-13
1.1 Ac
A-11
0.9 Ac
A-14
2.6 Ac
A-15
2.5 Ac
A-16
2.5 Ac
A-17
5.0 Ac
E-1
0.7 Ac
A-19
1.0 Ac
A-20
6.0 Ac
A-21
5.2 Ac
A-22
2.0 Ac
105.2
G-4
8.2 Ac
705
F-7
12.9 Ac
H-1
1.7 Ac H-2
3.9 Ac
H-3
7.1 Ac
H-4
8.3 Ac
800
801 802
803
804
105.3
105.4
105.1
704
LEGEND
A-2
6.6 Ac
100
EXISTING CONDITION HYDROLOGY MAP
CITY OF STANTON
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FIGURE 6
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Table 2.2 - Existing Condition Land Use Distribution
Watershed Land Use Soil Type Acres
A
Commercial A 41.0
5-7 Dwellings/ac A 12.5
8-10 Dwellings/ac A 2.9
Barren A 2.3
Commercial B 11.2
5-7 Dwellings/ac B 1.9
Watershed A Total Area= 71.8 acres
B&C
Commercial A 2.2
5-7 Dwellings/ac A 2.0
Barren A 4.7
Watershed B & C Total Area= 8.9 acres
D Commercial A 1.5
Watershed D Total Area= 1.5 acres
E
Commercial A 1.1
8-10 Dwellings/ac A 0.3
. Watershed E Total Area= 1.4 acres
F
Commercial A 8.9
5-7 Dwellings/ac A 0.4
Barren A 0.8
Commercial B 19.0
5-7 Dwellings/ac B 0.6
Barren B 2.3
Watershed F Total Area= 32.0 acres
G
Commercial A 5.7
5-7 Dwellings/ac A 0.3
Barren A 0.3
Commercial A 7.4
Watershed G Total Area= 13.7 acres
H
Commercial A 3.1
Commercial B 17.9
Watershed H Total Area= 21.0 acres
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2.2.3 Existing Condition Surface Water Hydrology
To establish the baseline hydrologic conditions for the project area the 10-year, 25-year and 100- year frequency storms were analyzed. The 100-year analysis is used as the County's current method to determine the peak runoff in the regional storm drain system (e.g. Stanton Storm Channel). However, the 25-year analysis was used as the County's previous method to determine the peak runoff in the regional storm drain system (e.g.
Stanton Storm Channel). The 10-year analysis and 25-year analysis (in sump areas) is used to size the local storm drain facilities. Appendix A contains the results of the rational method analysis. Results of the existing condition hydrologic analysis are summarized in Table 2.3, below.
Table 2.3 - Existing Conditions Peak Flowrates
Subarea Total Area 10-yr Peak Q
(cfs)
25-yr Peak Q
(cfs)
100-yr Peak Q
(cfs)
A 71.8 75.7 93.7 123.0
B&C 9.3 13.3 16.7 22.3
D 1.5 2.9 3.6 5.0
E 1.4 2.4 3.3 4.8
F 32.0 52.0 64.3 84.8
G 13.7 30.0 36.1 46.6
H 21.0 28.9 35.3 45.4
2.2.4 Existing Condition Flooding
Based on discussions with the City, flooding occurs on Court Street, north and south of the Pacific Electric Railway easement. Both inlets for the existing 36" reinforced concrete pipe become inundated and runoff enters the adjacent industrial facilities.
2.3 Floodplain Mapping
The published Flood Insurance Rate Maps (FIRMs) for the project site are included on Community Panel No. 06059C0136H. The site is located in Zone X, which is within the 500-yearfloodplain and the 100-year floodplain with average depths of less than 1 foot or drainage areas less than 1 square mile. Based on this classification there is not a flood hazard present in the project area.
2.4 Storm Water Quality
As indicated in Section 1.2.2, storm water quality is a significant concern in Southern California. This section discusses typical pollutants found in storm water runoff and discusses the types of contaminants that may be found in existing storm water runoff.
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2.4.1 Nonpoint Source Pollutants
A net effect of urbanization can be to increase pollutant export. However, an important consideration in evaluating storm water quality from the project is to assess if it impairs the beneficial use to the receiving waters. Nonpoint source pollutants have been characterized by the following major categories in order to assist in determining the pertinent data and its use. Receiving waters can assimilate a limited quantity of various constituent elements, however there are thresholds beyond which the measured amount becomes a pollutant and results in an undesirable impact. Background of these standard water quality categories provides an understanding of typical urbanization impacts.
Sediment - Sediment is made up of tiny soil particles that are washed or blown into surface waters. It is the major pollutant by volume in surface water.
Suspended soil particles can cause the water to look cloudy or turbid. The fine sediment particles also act as a vehicle to transport other pollutants including nutrients, trace metals, and hydrocarbons. Construction sites are typically the largest source of sediment for urban areas under development.
Nutrients - Nutrients are a major concern for surface water quality. Phosphorous and nitrogen are of special concern because they can cause algal blooms and excessive vegetative growth. Of the two, phosphorus is usually the limiting nutrient that controls the growth of algae in lakes. The orthophosphorous form of phosphorus is readily available for plant growth. The ammonium form of nitrogen can also have severe effects on surface water quality. The ammonium is converted to nitrate and nitrite forms of nitrogen in a process called nitrification.
This process consumes large amounts of oxygen, which can impair the dissolved oxygen levels in water. The nitrate form of nitrogen is very soluble and is found naturally at low levels in water. When nitrogen fertilizer is applied to lawns or other areas in excess of plant needs, nitrates can leach below the root zone, eventually reaching groundwater. Orthophosphate from auto emissions also contributes phosphorus in areas with heavy automobile traffic. As a general rule of thumb, nutrient export is greatest from development sites with the most impervious areas. Other problems resulting from excess nutrients are 1) surface algal scums, 2) water discolorations, 3) odors, 4) toxic releases, and 5) overgrowth of plants. Common measures for nutrients are total nitrogen, organic nitrogen, total Kjeldahl nitrogen (TKN), nitrate, ammonia, total phosphate, and total organic carbon (TOG).
Trace Metals - Trace metals are primarily a concern because of their toxic effects on aquatic life and their potential to contaminate drinking water supplies. The most common trace metals found in urban runoff are lead, zinc, and copper.
Fallout from automobile emissions is also a major source of lead in urban areas.
A large fraction of the trace metals in urban runoff are attached to sediment and this effectively reduces the level, which is immediately available for biological
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uptake and subsequent bioaccumulation. Metals associated with the sediment settle out rapidly and accumulate in the soils. Also, urban runoff events typically occur over a shorter duration, which reduces the amount of exposure, which could be toxic to the aquatic environment. The toxicity of trace metals in runoff varies with the hardness of the receiving water. As total hardness of the water increases, the threshold concentration levels for adverse effects increases.
Oxygen-Demanding Substances - Aquatic life is dependent on the dissolved oxygen (DO) in the water and when organic matter is consumed by microorganisms then DO is consumed in the process. A rainfall event can deposit large quantities of oxygen demanding substance in lakes and streams.
The biochemical oxygen demand of typical urban runoff is on the same order of magnitude as the effluent from an effective secondary wastewater treatment plant. A problem from low DO results when the rate of oxygen-demanding material exceeds the rate of replenishment. Oxygen demand is estimated by direct measure of DO and indirect measures such as biochemical oxygen demand (BOD), chemical oxygen demand (COD), oils and greases, and total organic carbon (TOG).
Bacteria - Bacteria levels in undiluted urban runoff exceed public health standards for water contact recreation almost without exception. Studies have found that total coliform counts exceeded EPA water quality criteria at almost every site and almost every time it rained. The coliform bacteria that are detected may not be a health risk in themselves, but are often associated with human pathogens.
Oil and Grease - Oil and grease contain a wide variety of hydrocarbons some of which could be toxic to aquatic life in low concentrations. These materials initially float on water and create the familiar rainbow-colored film. Hydrocarbons have a strong affinity for sediment and quickly become absorbed to it. The major source of hydrocarbons in urban runoff is through leakage of crankcase oil and other lubricating agents from automobiles. Hydrocarbon levels are highest in the runoff from parking lots, roads, and service stations. Residential land uses generate less hydrocarbons export, although illegal disposal of waste oil into storm waters can be a local problem.
Other Toxic Chemicals - Priority pollutants are generally related to hazardous wastes or toxic chemicals and can be sometimes detected in storm water.
Priority pollutant scans have been conducted in previous studies of urban runoff, which evaluated the presence of over 120 toxic chemicals and compounds. The scans rarely revealed toxins that exceeded the current safety criteria. The urban runoff scans were primarily conducted in suburban areas not expected to have many sources of toxic pollutants (with the possible exception of illegally disposed or applied household hazardous wastes). Measures of priority pollutants in storm water include the following: 1) phthalate (plasticizer compound), 2) phenols
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and creosols (wood preservatives), 3) pesticides and herbicides, 4) oils and greases, and 5) metals.
2.4.2 Physical Characteristics of Surface Water Quality Standard parameters, which can assess the quality of storm water, provide a method of measuring impairment. A background of these typical characteristics assists in understanding water quality requirements. The quantity of a material in the environment and its characteristics determine the degree of availability as a pollutant in surface runoff. In an urban environment, the quantity of certain pollutants in the environment is a function of the intensity of the land use. For instance, a high density of automobile traffic makes a number of potential pollutants (such as lead and hydrocarbons) more available. The availability of a material, such as a fertilizer, is a function of the quantity and the manner in which it is applied. Applying fertilizer in quantities that exceed plant needs leaves the excess nutrients available for loss to surface or groundwater.
The physical properties and chemical constituents of water traditionally have served as the primary means for monitoring and evaluating water quality. Evaluating the condition of water through a water quality standard refers to its physical, chemical, or biological characteristics. Water quality parameters for storm water comprise a long list and are classified in many ways. In many cases, the concentration of an urban pollutant, rather than the annual load of that pollutant, is needed to assess a water quality problem. Some of the physical, chemical or biological characteristics that evaluate the quality of the surface runoff are outlined below:
Dissolved Oxygen - Dissolved oxygen in the water has a pronounced effect on the aquatic organisms and the chemical reactions that occur. It is one of the most important biological water quality characteristics in the aquatic environment. The dissolved oxygen concentration of a water body is determined by the solubility of oxygen, which is inversely related to water temperature, pressure, and biological activity. Dissolved oxygen is a transient property that can fluctuate rapidly in time and space. Dissolved oxygen represents the status of the water system at a particular point and time of sampling. The decomposition of organic debris in water is a slow process and the resulting changes in oxygen status respond slowly also. The oxygen demand is an indication of the pollutant load and includes measurements of biochemical oxygen demand or chemical oxygen demand.
Biochemical Oxygen Demand (BOD) - The biochemical oxygen demand (BOD) is an index of the oxygen-demanding properties of the biodegradable material in the water. Samples are taken from the field and incubated in the laboratory at 20°C, after which the residual dissolved oxygen is measured. The BOD value commonly referenced is the standard 5-day values. These values are useful in assessing stream pollution loads and for comparison purposes.
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Chemical Oxygen Demand - The chemical oxygen demand (COD) is a measure of the pollutant loading in terms of complete chemical oxidation using strong oxidizing agents. It can be determined quickly because it does not rely on bacteriological actions as with BOD. COD does not necessarily provide a good index of oxygen demanding properties in natural waters.
Total Dissolved Solids (TDS) - TDS concentration is determined by evaporation of a filtered sample to obtain residue whose weight is divided by the sample volume. The TDS of natural waters varies widely. There are several reasons why TDS is an important indicator of water quality. Dissolved solids affect the ionic bonding strength related to other pollutants such as metals in the water. TDS are also a major determinant of aquatic habitat. TDS affects saturation concentration of dissolved oxygen and influences the ability of a water body to assimilate wastes. Eutrophication rates depend on total dissolved solids. pH - The pH of water is the negative log, base 10, of the hydrogen ion (H+) activity. A pH of? is neutral; a pH greater than 7 indicates alkaline water; a pH less than 7 represents acidic water. In natural water, carbon dioxide reactions are some of the most important in establishing pH. The pH at any one time is an indication of the balance of chemical equilibrium in water and affects the availability of certain chemicals or nutrients in water for uptake by plants. The pH of water directly affects fish and other aquatic life and generally toxic limits are pH values less than 4.8 and greater than 9.2.
Alkalinity - Alkalinity is the opposite of acidity, representing the capacity of water to neutralize acid. Alkalinity is also linked to pH and is caused by the presence of carbonate, bicarbonate, and hydroxide, which are formed when carbon dioxide is dissolved. A high alkalinity is associated with a high pH and excessive solids.
Most streams have alkalinities less than 200 mg/I and ranges of alkalinity of 100- 200mg/l seem to support well-diversified aquatic life.
Specific Conductance - The specific conductivity of water, or its ability to conduct an electric current, is related to the total dissolved ionic solids. Long term monitoring a project waters can develop a relationship between specific conductivity and TDS. Its measurement is quick and inexpensive and can be used to approximate TDS. Specific conductivities in excess of 2000 µohms/cm indicate a TDS level too high for most freshwater fish.
Turbidity - The clarity of water is an important indicator of water quality that relates to the ability of photosynthetic light to penetrate. Turbidity is an indicator of the property of water that causes light to become scattered or absorbed.
Suspended clays and other organic particles cause turbidity. It can be used as an indicator of certain water quality constituents such as predicting the sediment concentrations.
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Nitrogen (N) - Sources of nitrogen in storm water are from the additions of organic matter to water bodies or chemical additions. Ammonia and nitrate are important nutrients for the growth of algae and other plants. Excessive nitrogen can lead to eutrophication since nitrification consumes dissolved oxygen in the water. Nitrogen occurs in many forms. Organic Nitrogen breaks down into ammonia, which eventually becomes oxidized to nitrate-nitrogen, a form available for plants. High concentrations of nitrate-nitrogen (N/N) in water can stimulate growth of algae and other aquatic plants, but if phosphorus (P) is present, only about 0.30 mg/I of nitrate-nitrogen is needed for algal blooms.
Some fish life can be affected when nitrate- nitrogen exceeds 4.2 mg/I. There are a number of ways to measure the various forms of aquatic nitrogen. Typical measurements of nitrogen include Kjeldahl nitrogen (organic nitrogen plus ammonia); ammonia; nitrite plus nitrate; nitrite; and nitrogen in plants. The principal water quality criteria for nitrogen focus on nitrate and ammonia.
Phosphorus (P) - Phosphorus is an important component of organic matter. In many water bodies, phosphorus is the limiting nutrient that prevents additional biological activity from occurring. The origin of this constituent in urban storm water discharge is generally from fertilizers and other industrial products.
Orthophosphate is soluble and is considered to be the only biologically available form of phosphorus. Since phosphorus strongly associates with solid particles and is a significant part of organic material, sediments influence concentration in water and are an important component of the phosphorus cycle in streams. The primary methods of measurement include detecting orthophosphate and total phosphorus.
2.4.3 Existing Storm Water Quality
The project site lacks any measured data on storm water runoff quality. In the absence of site-specific data, expected storm water quality can be qualitatively discussed by relating typical pollutants to specific land uses.
Currently, the site contains residential dwellings, commercial/industrial buildings, and barren land. The entire site eventually drains to the Stanton Storm Channel, which is tributary to the Anaheim Bay. Anaheim Bay is a 303d listed water body where the associated pollutants of concern are metals and pesticides. Pollutants associated with the existing site land uses and adjacent roadways include: trash, nutrients, bacteria, oxygen demanding substances, pesticides, heavy metals, organic materials, oil and grease, and household hazardous wastes. The barren areas could add suspended solids to the storm water runoff.
Currently, the Specific Plan area does not contain any structural Best Management Practices (BMPs), which could potentially decrease the amount of pollutants in stormwater runoff.
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3.0 Proposed Project
A proposed conditions hydrologic analysis was prepared for the Town Center Specific Plan. Hydrologic calculations to evaluate surface runoff associated with the 10-year, 25- year, and 100- year storm frequencies from the tributary drainage areas were performed using the Rational Method. Proposed conditions investigated include changes to land use, changes to drainage patterns, assumed storm drain configuration, hydrology, floodplain mapping, and surface water quality.
3.1 Proposed Land Uses
The updated Town Center Specific Plan, comprised of 156.9 acres, is intended to reinvigorate and transform the Beach Boulevard corridor into a thriving mixed-use and pedestrian-friendly community while protecting the existing single-family uses. As depicted in Figure 7, Land Use Plan, the Town Center Specific Plan will create new gateway opportunities to announce the arrival into the Stanton Town Center. These gateways will be located at the intersections of Cerritos Avenue/Beach Boulevard and Katella Avenue/Beach Boulevard and will include a variety of place-making treatments such as outdoor plazas, interesting architecture, enhanced landscape, and public art. “Retail-Oriented Mixed-Use,” intended to create a pedestrian-friendly mixed-use district, is concentrated along Main Street and a portion of Chester Avenue. A mix of residential and service/retail uses would be located within this district, and some existing singlefamily homes would be allowed to operate compatible retail businesses out of the existing houses or maintaining the current uses, creating a unique live/work environment. Angled parking is already provided along portions of Main Street and will be continued as part of the plan.
One of the Land Use Plan’s main focal elements is to create a “Main Street” environment by extending Main Street easterly and terminating the street at a new sizable public plaza/park within the existing industrial area. The Specific Plan envisions that predominantly residential uses would surround this new park, introducing a new community into the City.
The Specific Plan includes a new outdoor plaza along Beach Boulevard, located just north of Union Pacific’s Stanton Industrial Spur rail line. Another park is considered south of this spur near the intersection of Chester and Court Avenues. To access this park and to improve connectivity in general, the Specific Plan includes extending Court Avenue southerly through the former Pacific Electric right-of-way and Stanton Industrial Spur to connect to Katella Avenue. Additionally, the Specific Plan encourages the abandonment of alleys throughout the Specific Plan area. Alley vacation opportunity areas are depicted on Exhibit 2, Potential Alley Vacations.
In the southern portion of the Specific Plan area is the “Industrial Mixed-Use” district, which will allow revitalized industrial uses that are compatible with future residential uses in the area. Uses within this district are anticipated to be research and development (R&D), light industrial, restaurants, breweries/distilleries, commercial
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cannabis (currently permitted within this area), and other compatible uses. These uses could be located on individual/multiple parcels or in a campus-like setting. Incompatible uses, such as outdoor contractor’s yards, automotive uses, outdoor storage, and manufacturing uses, would not be permitted in the future; however, existing uses may continue. The Specific Plan will include policies, guidelines and standards designed to enhance safety throughout the Town Center area.
3.2 Hydrology
Project hydrology (based on assumed flow paths and storm drain locations) was completed to determine the impacts that the new development would have on storm runoff. Hydrologic calculations to evaluate surface runoff associated with the 10-year, 25-year, and 100-year storm frequencies from the tributary drainage areas were performed using the AES Rational Method as described in Section 2.2.1. Hydrologic parameters used in the analysis, such as rainfall, impervious values, time of concentration and soil classification, are presented in the Orange County Hydrology Manual. The watershed subarea boundaries were delineated using proposed project maps and were assumed to be equivalent to the existing condition watersheds.
3.2.1 Proposed Watershed Description
The Town Center project includes demolition of structures, the development of the Transit Center, and the revitalization of residential and commercial structures. In the proposed condition the overall impervious area of the site would increase in some existing residential areas and decrease in existing industrial areas. The increase is caused by the development of the transit center and commercial sites where existing residential dwellings and barren lands are located. The decrease in imperviousness occurs in areas where the existing land use is commercial or industrial, and the proposed land use is either mixed-use or open space (i.e. parks). Table 3.1 provides a breakdown of the proposed land uses based on the hydrology analysis and Figure 7 depicts the proposed land uses on a plan.
Note land uses were simplified for hydrologic calculations when compared to the General Plan. Mixed-Use areas were assumed to be equivalent to the condominium land use for the updated subareas in this analysis, because the percent impervious are planned to be similar (Note: Commercial land use was substituted for the mixed-use land use in the original hydrology analysis performed by RBF Consulting). Also, new developments will be required to infiltrate, harvest and reuse, evapotranspire, or biotreat/biofilter a portion of the storm water volume (85th percentile storm) per the current County requirements, which inherently would result in some reduction in runoff through the implementation of post-construction storm water best management practices (BMPs).
The proposed project drainage is assumed to not alter existing drainage paths. The overall site will still drain in a south-western direction and the overall site slope is assumed to be equal to existing conditions, 0.002 ft/ft. Hydrologic properties such as
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HYDROLOGY AND WATER QUALITY TECHNICAL REPORT 22
road slope, type of conveyance and land use are characterized for each subarea. The watershed subareas were utilized to develop a hydrology model. The Proposed Condition Hydrology Map is shown on Figure 8.
Table 3.1 - Proposed Condition Land Use Distribution
Watershed Land Use Soil Type Acres
A
Commercial A 27.0
5-7 Dwellings/ac A 13.5
8-10 Dwellings/ac A 0.7
Mixed-Use A 15.2
Open Space A 1.2
Barren A 1.3
5-7 Dwellings/ac B 2.3
Mixed-Use B 9.5
Open Space B 1.1
Watershed A Total Area= 71.8 acres
B&C Commercial A 8.2
Barren A 1.2
Watershed B & C Total Area= 9.4 acres
D Commercial A 1.5
Watershed D Total Area= 1.5 acres
E Commercial A 1.4
Watershed E Total Area= 1.4 acres
F
Mixed-Use A 9.3
Barren A 0.8
Mixed-Use B 17.5
Barren B 2.3
Commercial B 2.1
Watershed F Total Area= 32.0 acres
G
Mixed-Use A 6.0
Barren A 0.3
Mixed-Use B 7.4
Watershed G Total Area= 13.7 acres
H
Mixed-Use A 2.9
Mixed-Use B 17.8
Open Space B 0.3
Watershed H Total Area= 21.0 acres
100
101
102103
104
107 106 105
109 108
110
111
150
151152153
156 155 154 158 157
203
200201
202
204
300301302 303
400
401
402
500501 502
700
701 702 703
600
601
602
603
604
605
606
F-5
5.5 Ac
F-6
6.6 Ac
F-4
4.1 Ac
F-1
0.7 Ac F-2
0.9 Ac F-3
1.3 Ac
E-2
0.7 Ac
D-1
0.9 Ac
D-2
0.6 Ac
B-5
2.8 Ac
B-4
3.1 Ac
B-3
1.0 Ac
B-1
0.7 Ac
B-2
0.6 Ac
C-1
0.4 Ac
C-2
0.4 Ac
C-3
0.4 Ac
G-1
0.9 Ac
G-2
1.4 Ac
G-3
3.2 Ac
A-18
20.4 Ac
A-9
4.4 Ac
A-8
5.0 Ac
A-7
3.8 Ac
A-6
1.9 Ac A-5
1.1 Ac
A-4
0.8 Ac
A-3
0.8 Ac
A-2
0.7 Ac
A-1
1.1 Ac
A-10
1.3 Ac
A-12
1.7 Ac
A-13
1.1 Ac
A-11
0.9 Ac
A-14
2.6 Ac
A-15
2.5 Ac
A-16
2.5 Ac
A-17
5.0 Ac
E-1
0.7 Ac
A-19
1.0 Ac
A-20
4.8 Ac
A-21
6.4 Ac
A-22
2.0 Ac
105.2
G-3
8.2 Ac
705
F-7
12.9 Ac
H-1
1.5 Ac H-2
3.2 Ac
H-3
7.6 Ac
H-4
8.7 Ac
800
801 802
803
804
105.3
105.4
105.1
704
LEGEND
A-2
6.6 Ac
100
PROPOSED CONDITION HYDROLOGY MAP
CITY OF STANTON
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FIGURE 8
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3.2.2 Proposed Condition Surface Water Hydrology
Appendix B includes the detailed results from the 10-year, 25-year, and 100-year Rational Method Analysis for the expanded subareas as part of this Specific Plan.
Results of the proposed condition hydrologic analysis are summarized in Table 3.2.
Table 3.2 - Proposed Conditions Peak Flowrates
Subarea Total Area 10-yr Peak Q
(cfs)
25-yr Peak Q
(cfs)
100-yr Peak Q
(cfs)
A 71.8 66.0 83.1 116.5
B&C 9.4 16.1 19.7 25.8
D 1.5 2.9 3.6 5.0
E 1.4 2.4 3.4 4.8
F 32.0 47.0 58.6 77.8
G 13.7 26.6 32.4 42.0
H 21.0 26.0 32.2 41.9
3.3 Water Quality
The proposed Town Center will consist of residential, commercial, industrial, mixed-use, and open- space land uses. Mixed-use consists of commercial, retail, industrial, and residential lots. Based on the proposed land uses, the site has the potential to generate all types of pollutants, from bacteria/viruses to oil and grease.
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4.0 PROPOSED IMPACTS AND/OR SUGGESTED SPECIFIC PLAN
POLICIES
Mitigation would reduce impacts as a result of the development of the Town Center. The following section discusses both storm water conveyance and storm water quality mitigation measures.
4.1 Hydrologic and Hydraulic Impacts
The Town Center project could result in an increase in the amount of impervious areas on site where existing residential or open space are located in areas designated for commercial or mixed-use (i.e. subareas B & C), which increases the proposed condition runoff. The potential for hydraulic impacts to existing facilities would require mitigation of site runoff. The impacts to Stanton Storm Channel would need to be thoroughly analyzed due to the fact that the channel was designed and constructed to handle the 25-year storm event. Based on current county standards the Stanton Storm Channel is deficient because all regional facilities are to be designed for the 100-year storm event.
This deficiency could potentially cause significant flooding around the channel and in the local storm drain systems.
Table 4.1 provides a comparison of the existing conditions to the proposed conditions for the 100- year storm event. It shows that the discharge is generally matched or decreased in the project conditions (with the exception of subareas B & C), thus decreasing the flow exiting the site. No diversions to the tributary areas were considered when comparing existing and proposed conditions.
Table 4.1 - 100-year Site Discharge Comparison
Watershed
Existing
Discharge
(cfs)
Proposed
Discharge
lcfsl
Percent Increase
/ Decrease
A 123.0 116.5 -5.3%
B&C 22.3 25.8 15.7%
D 5.0 5.0 0.0%
E 4.8 4.8 0.0%
F 84.8 77.8 -8.3%
G 46.6 42.0 -9.9%
H 45.4 41.9 -7.7%
Flood control mitigation will be handled by each individual site. Until downstream facilities are constructed, sites must contain proposed runoff or mitigate flow rates to equivalent or less than existing conditions for all storm events. Facility upgrades at
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Court Street, north and south of the Pacific Electric Railway easement are already part of the City of Stanton's Capital Improvement Plan.
4.2 Floodplain Impacts
The Town Center site is located in Zone X, which is within the 500-year floodplain and the 100-year floodplain with average depths of less than 1 foot or drainage areas less than 1 square mile. The project is not in a special flood hazard area (i.e. Zone A). No mitigation is proposed.
4.3 Water Quality Impacts
Due to the development of additional commercial and industrial mixed-use sites, there is potential for an increase in heavy metal contamination. This increase is of significant concern because Anaheim Bay is a 303(d) listed water body with metals and pesticides as the associated pollutants of concern. Pesticide contamination should not increase based on the land uses and current storm water quality requirements to be implemented in the new development projects’ post-construction water quality management plans (WQMPs).
4.3.1 Construction Water Quality Impacts
To obtain authorization for discharges of stormwater from construction sites, a Construction General Permit (2009/2010 CGP) must be obtained for large and small construction activities that result in a total land disturbance of equal to or greater than one acre. Permit coverage is required from the "commencement of construction activities" until "final stabilization". The goal of this permit is to minimize the discharge of stormwater pollutants from construction activity. Construction phase Best Management Practices (BMPs) shall be installed and maintained for each major construction activity to minimize pollutants in stormwater discharges.
4.3.2 Construction Mitigation
Construction controls are separated from the rest of the water quality management because the measures are temporary and specific to the type of construction.
Construction of the proposed redevelopment has the potential to produce typical pollutants such as nutrients, heavy metals, pesticides and herbicides, toxic chemicals related to construction and cleaning, waste materials including wash water, paints, wood, paper, concrete, food containers, and sanitary wastes, fuel, and lubricants.
To comply with the NPDES requirements, a Notice of Intent (NOI) would need to be prepared and submitted to the California State Water Resources Control Board providing notification and intent to comply with the State of California general permit.
Prior to construction, a Storm Water Pollution Prevention Plan (SWPPP) is required for the construction activities onsite. A copy of the SWPPP must be available and implemented at the construction site at all times. The SWPPP outlines the source
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control and/or treatment control BMPs that would avoid or mitigate runoff pollutants at the construction site to the "maximum extent practicable". BMPs such as those listed below can be found in the California Stormwater Best Management Practice Handbook - Construction Activity:
EC-1 Scheduling - Development of a written plan that includes sequencing of construction activities and the implementation of BMPs.
EC-5 Soil Binders - Apply and maintain a soil stabilizer to exposed soil surfaces.
EC-9 Earth Dikes and Drainage Swales - Used to divert off site runoff around the construction site, divert runoff from stabilized areas and disturbed areas, and direct runoff into sediment basins or traps.
EC-10 Velocity Dissipation Devices - Outlet protection, such as riprap, which is placed at the outlet of a pipe to prevent scour of the soil caused by concentrated, high velocity flows.
SE-1 Silt Fence - Composed of filter fabric, which has been entrenched, attached to support poles and sometimes backed by wire fence support. Silt fences promote sedimentation behind the fence of sediment-laden water.
SE-2 Sediment Basin - Temporary basin formed by excavation or by constructing an embankment so that sediment-laden runoff is temporarily detained under quiescent conditions, allowing sediment to settle out before the runoff is discharged.
SE-4 Check Dams - Small barrier constructed of rock, gravel bags, sandbags, fiber rolls, or reusable products, placed across a constructed swale or drainage ditch to decrease the potential erosion.
SE-5 Fiber Rolls - Straw, flax, or other similar materials bound into a tight tubular roll. Fiber rolls are used to reduce erosion.
SE-7 Street Sweeping and Vacuuming - Includes the use of self-propelled and walk-behind equipment to remove sediment from streets and roads, and to clean paved surfaces in preparation for final paving.
SE-10 Storm Drain Inlet Protection - Storm drain inlet protection measures temporarily pond runoff before it enters the storm drain, allowing sediment to settle. Typically consists of a sediment filter or impounding area around or upstream of storm drain.
NS-2 Dewatering Operations - This operation requires the use of sediment controls to prevent or reduce the discharge of pollutant to storm water from dewatering operations.
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NS-3 Paving Operations - Prevent or reduce the runoff of pollutant from paving operations by proper storage of materials, protecting storm drain facilities during construction and training employees.
NS-8 Vehicle and Equipment Cleaning - Use off-site facilities or wash in designated areas to reduce pollutant discharge into the storm drain facilities.
NS-9 Vehicle and Equipment Fueling - Use off-site facilities, or designated areas with enclosing or coverings to reduce pollutant discharge into the storm drain facilities.
NS-10 Vehicle and Equipment Maintenance - Use off-site facilities, or designated areas with enclosing or coverings to reduce pollutant discharge into the storm drain facilities. In addition, run a "dry site" to prevent pollution discharge into storm drains.
WM-1 Material Delivery and Storage - Minimize the storage of hazardous materials onsite. If stored onsite keep in designated areas, install secondary containment, conduct regular inspections, and train employees.
WM-2 Material Use - Prevent and reduce the discharge of pesticides, herbicides, fertilizers, detergents, plaster, petroleum products and hazardous materials from entering the storm water.
WM-5 Solid Waste Management - This BMP describes the requirements to properly design and maintain trash storage areas. The primary design feature requires the storage of trash in covered areas
WM-6 Hazardous Waste Management - This BMP describes the requirements to properly design and maintain waste areas.
WM-8 Concrete Waste Management - Prevent and reduce pollutant discharge to storm water from concrete waste by performing on and off-site washouts in designated areas and training employees and consultants.
WM-9 Sanitary Septic Water Management - Provide convenient, well-maintained facilities, and arrange regular service and disposal of sanitary waste.
4.3.3 Development and Redevelopment Water Quality Impacts The development of the Town Center in Stanton could potentially increase impervious areas, resulting in impacts to storm water quality. The project could affect pollutant loading immediately offsite and in Anaheim Bay, a 303d listed water body. The pollutants of concern for Anaheim Bay are metals and pesticides.
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The site potentially falls under the Priority Project Category, which requires the incorporation of Treatment Control BMPs. Table 4.2- Priority Project Categories for North County Permit Area outlines what constitutes a Priority Project.
Table 4.2 - Priority Project Categories for North County Permit Area
1. New development projects that create 10,000 square feet or more of impervious surface.
This category includes commercial, industrial, residential housing subdivisions, mixeduse, and public projects on private or public property that falls under the planning and building authority or the Permittees.
2. Automotive repair shops. This applies to facilities that are categorized in any one of the following Standard Industrial Classification (SIC) codes 5013, 5014, 5541, 7532-7534, and 7536-7539.
3. Restaurants where the land area of development is 5,000 square feet or more including parking area. This category is defined as facilities that sell prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (SIC code 5812).
4. Hillside development greater than 5,000 square feet. Hillside development is defined as any development which is located in an area with known erosive soil conditions or where the natural slope is twenty-five percent or greater.
5. Impervious surface of 2,500 square feet or more located within, directly adjacent to (within 200 feet), or discharging directly into receiving waters within Environmentally Sensitive Areas (ESAs).
6. Parking lots 5,000 square feet or more including associated drive aisle, and potentially exposed to urban stormwater runoff. A parking lot is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce.
7. Streets, roads, highways, and freeways. This category includes any paved surface that is 5,000 square feet or greater used for the transportation of automobiles, trucks, motorcycles, and other vehicles. (See discussion under (Section 7.II-1.5 relative to public projects).
8. All significant redevelopment projects, where significant redevelopment is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site. Redevelopment does not include routine maintenance activities that are conducted to maintain original line and grade, hydraulic capacity, original purpose of the facility, or emergency redevelopment activity required to protect public health and safety.
If the redevelopment results in the addition or replacement of less than 50 percent of the impervious area on-site and the existing development was not subject to WQMP requirement, the numeric sizing criteria discussed in Section 7.II-2.0 only applies to the addition or replacement area. If the addition or replacement accounts for 50 percent or more of the impervious area, the Project WQMP requirements apply to the entire development.
9. Retail Gasoline Outlets (RGOs). This category includes RGOs that meet 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.
Mitigation for water quality impacts is recommended. The following sections describe recommended Best Management Practices (BMP's) for the proposed project.
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4.3.4 Non-Structural/Source Control BMPs Mitigation
A Water Quality Management Plan (WQMP) would be created to include NonStructural/Source Control BMPs in order to conform to the Orange County DAMP, the 2011 Orange County Model Water Quality Management Plan (WQMP) and the WQMP Technical Guidance Document (TGD).
The following are the minimum required mitigation by the Orange County DAMP Section 7: New Development/Significant Redevelopment regardless of their priority.
Education for Property Owners, Tenants, and Occupants - Practical information materials will be provided to residents/occupants/tenants on general housekeeping practices that contribute to the protection of stormwater quality.
Different materials for residential, office commercial, retail commercial, vehiclerelated commercial and industrial uses will be involved.
Activity Restrictions (Conditions, Covenants, and Restrictions) - Conditions, Covenants, and Restrictions (CC&Rs) will be prepared for the purpose of surface water quality protection, or alternatively, restrictions will be developed through lease terms. These restrictions must be included in the Project WQMP.
Common Area Landscape Management - Ongoing maintenance will be consistent with County Water Conservation Resolution or city equivalent, plus fertilizer and/or pesticide usage consistent with County Management Guidelines for Use of Fertilizers (DAMP Section 5.5), or city equivalent.
BMP Maintenance - Identify responsibility for implementation of each nonstructural BMP and scheduled cleaning and/or maintenance of all structural BMP facilities.
Title 22 CCR Compliance - Compliance with Title 22 of the California Code of Regulations and relevant sections of the California Health & Safety Code regarding hazardous waste management.
Local Water Quality Permit Compliance - The Permittees, under the Water Quality Ordinance, may issue permits to ensure clean stormwater discharges from fuel dispensing areas and other areas of concern to public properties.
Spill Contingency Plan - Prepared by building operator for use by specified types of building or suite occupancies and which mandates stockpiling of cleanup materials, notification of responsible agencies, disposal of cleanup materials, documentation, etc.
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Underground Storage Tank Compliance - Compliance with state regulations dealing with underground storage tanks, enforced by County Environmental Health on behalf of the state.
Hazardous Materials Disclosure Compliance - Compliance with Permittee ordinances is typically enforced by respective fire protection agency for the management of hazardous materials. The Orange County, health care agencies, and/or other appropriate agencies (i.e., the Department of Toxics Substances Control) are typically responsible for enforcing hazardous materials and hazardous waste handling and disposal regulations.
Uniform Fire Code Implementation - Compliance with Article 80 of the Uniform Fire Code.
Common Area Litter Control - Litter patrol, emptying of trash receptacles in common areas, and noting trash disposal violations by tenants/homeowners or businesses and reporting the violations to the owner/HONPOA for investigation.
Employee Training - Manual(s) for initial purchasers of business site or for development that is constructed for an unspecified use, commitment on behalf of the POA to prepare.
Housekeeping of Loading Docks - Loading typically found at large retail and warehouse-type commercial and industrial facilities shall be kept in a clean and orderly condition through a regular program for sweeping and litter control and immediate cleanup of spills and broken containers. Cleanup procedures should minimize or eliminate the use of water.
Common Area Catch Basin Inspection - For industrial/commercial developments and for developments with privately maintained drainage systems, the owner is required to have at least 80 percent of drainage facilities inspected, cleaned and maintained on annual basis with 100 percent of the facilities included in a twoyear period. Cleaning should take place in the late summer/ early fall prior to the start of the rainy season. Drainage facilities include catch basins (storm drain outlets), detention basins, retention basins, sediment basins, open drainage channels and lift stations.
Street Sweeping Private Streets and Parking Lots - Streets are required to be swept prior to the storm season, in late summer or early fall.
Retail Gasoline Outlets - Retail gasoline outlets (RGOs) are required to follow operations and maintenance best management practices shown in the California Stormwater Quality Association (CASQA) Best Management Practice Guide for Retail Gasoline Outlets. This document may be obtained by downloading from the CASQA website at http://www.casqa.org/resources/Retail Gasoline Outlet - BMP Guide.pdf or from forthcoming CASQA website.
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4.3.5 Structural/Treatment BMPs Mitigation
The Water Quality Management Plan should be created to include Structural/Treatment BMPs in order to conform to the Orange County DAMP, Model WQMP and TGD, and NPDES permit.
Storm Drain System Stenciling and Signage - Provide storm drain stenciling and signage at all storm drain inlets and catch basins with in the project area that read "NO DUMPING- DRAINS TO OCEAN", signs and prohibitive language and/or graphical icons must be in place at public access points, and signs and stencils must be maintained.
Design Outdoor Hazardous Material Storage Areas to Reduce Polluntant Introduction - Where the plan of development includes outdoor areas for storage of hazardous materials that may contribute pollutants to the municipal storm drain system, the follow stormwater BMPs are required: the hazardous materials shall be placed in an enclosed area or protected by secondary containment structures, storage area shall be paved and sufficiently impervious to contain leaks and spills, the storage area shall have a roof or awning, and any stormwater retained within the containment structure must be discharged to the street or storm drain system.
Use efficient irrigation systems & landscape design - The timing and application methods of irrigation water shall be designed to minimize the runoff of excess irrigation water into the storm drain system. The following methods have been implemented to reduce excessive irrigation runoff:
• Employment of irrometer devices (moisture sensors) to prevent irrigation after precipitation.
• The use of flow sensors and master control valves to shut down valve when triggered by a pressure drop. This shut down will control water loss in the event of broken sprinkler heads or lines.
• The irrigation application method considered shall be a drip system. A drip irrigation system is buried under the soil, which eliminates runoff and wind misting and minimizes water loss due to evaporation.
• The timing of irrigation water shall be designed at short repeat cycles to further eliminate irrigation water runoff and to minimize erosion, due to saturated soil. • Native or drought-tolerant plants shall be used; the plants shall have low to medium water requirements and be appropriate for the climate of the area. • Mulch is used in planter areas to minimize sediment in runoff.
Pervious Pavements - Pervious paving is used for light vehicle loading in parking areas. The term describes a system comprising a load-bearing, durable surface together with an underlying layered structure that temporarily stores water prior to infiltration or drainage to a controlled outlet. The surface can itself be porous such that water infiltrates across the entire surface of the material (e.g., grass
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and gravel surfaces, porous concrete and porous asphalt), or can be built up of impermeable blocks separated by spaces and joints, through which the water can drain. This latter system is termed ‘permeable’ paving. Advantages of pervious pavements is that they reduce runoff volume while providing treatment, and are unobtrusive resulting in a high level of acceptability.
Loading and Unloading Dock Area - This BMP describes measures to prevent and reduce the discharge of pollutants to storm water from outdoor loading and unloading of materials. The primary design features to reduce pollution are:
covering the loading/unloading docks; preventing storm run-on; and containing spills.
Trash Storage Areas - Trash storage areas are areas where trash receptacles are located for use as a repository for solid wastes. Stormwater runoff from areas where trash is stored or disposed of can be polluted. In addition, loose trash and debris can be easily transported by water or wind into nearby storm drain inlets, channels, and/or creeks. Waste handling operations that may be sources of stormwater pollution include dumpsters, litter control, and waste piles.
Design trash container areas so that drainage from adjoining roofs and pavement is diverted around the area(s) to avoid run-on. This might include berming or grading the waste handling area to prevent run-on of stormwater. Exterior trash enclosures shall have covered roofs to prevent stormwater from mixing with trash. The trash enclosures shall also have washout drains in the center that connect to the on-site sewer system.
Slopes and Channels - Protect slopes and channels by conveying runoff safely from the tops of slopes, stabilize disturbed slopes, utilize natural drainage systems, and vegetate slopes with native or drought resistant vegetation. Install energy dissipaters, such as riprap, at the outlets of new storm drains, culverts, conduits or channels that enter unlined channels and onsite conveyance channels shall be lined.
All projects, regardless of priority, shall adhere to each of the individual project category requirements that apply to the project.
Loading Dock Areas - Cover loading dock areas or design drainage to preclude urban run-on and runoff. Direct connections to municipal storm drain systems from below grade load docks are prohibited.
Maintenance Bays - Repair/maintenance bays shall be indoors; or designed to preclude urban run-on and runoff, drainage systems shall be designed to capture all wash water, leaks and spills and other comparable features shall be added to prevent discharges to the municipal storm drain system.
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Vehicle and Equipment Washing - Requires the area must be self contained and/or covered, equipped with wash racks, equipped with a clarifier or other pretreatment facility, and other comparable features that prevent unpermitted discharges to the municipal storm drain system.
Outdoor Processing Areas - Outdoor process equipment operations determined to be a potential threat to water quality by the Permittee shall adhere to the following requirements: cover or enclose areas that would be the sources of pollutants; or, slope the area toward a sump location that will allow no discharge; or, discharge to a sanitary sewer system, grade or berm to prevent run-on from surrounding areas, and other comparable features that prevent unpermitted discharges to the municipal storm drain system. Installation of storm drains in areas of equipment repair is prohibited. Where wet material processing occurs, secondary containment structures shall be provided.
Equipment Wash Areas - Outdoor equipment/accessory washing and steam cleaning activities shall be self-contained or covered, the equipment wash area drainage system shall be designed to capture all wash water, and other comparable features that prevent discharges to the municipal storm drain system. Discharge to the municipal storm drain system is prohibited.
Fueling Areas - Fuel dispensing areas shall at a minimum must extend 6.5 feet from the corner of each fuel dispenser or the length of at which the hose and nozzle assembly may be operated plus 1 foot, whichever is less. The fuel dispensing area shall be paved with Portland cement concrete, have a slope of 2-4% to prevent ponding, prevent run-on from surrounding areas and an overhanging roof structure or canopy shall be provided.
Restaurant Equipment and Accessory Wash Areas - Needs to be self-contained with a grease trap and connected to the sewer. Adequate signs shall be provided and appropriately placed stating the prohibition of discharging wash water to the storm drain system.
4.3.6 On-site LID (Low Impact Development) and Treatment Control BMPs According to the Orange County DAMP, WQMP and TGD, project-based (on-site) structural LID and Treatment Control BMPs should be implemented close to pollutant sources to minimize costs and maximize pollutant removal prior to runoff entering receiving waters. Due to the concern about metals and fertilizers in Anaheim Bay and the significant potential of metal pollutants being generated by the proposed site land uses, site BMPs should be chosen and designed to treat the pollutants of concern.
The following performance criteria for LID implementation are stated below:
• Priority Projects must infiltrate, harvest and use, evapotranspire, or biotreat/biofilter, the 85th percentile, 24-hour storm event (Design Capture
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Volume).
• A properly designed biotreatment system may only be considered if infiltration, harvest and use, and evapotranspiration (ET) cannot be feasibly implemented for the full design capture volume. In this case, infiltration, harvest and use, and ET practices must be implemented to the greatest extent feasible and biotreatment may be provided for the remaining design capture volume.
Because a large portion of the Stanton Town Center project (primarily to the north and east) is within a shallow groundwater zone between depths of 5 to 10 feet, feasibility analyses need to performed to determine which infiltration BMPs, if any, can be used for the site development projects. Refer to Figure XVI-2e in the Model WQMP TGD.
Below is a list of suggested BMPs from the California Stormwater Quality Association (CASQA) manual and the Orange County Model WQMP TGD:
Infiltration Trench (TC-10) - An infiltration trench is a long, narrow, rock-filled trench with no outlet that receives stormwater runoff. Runoff is stored in the void space between the stones and infiltrates through the bottom and into the soil matrix. Infiltration trenches perform well for removal of fine sediment and associated pollutants. Pretreatment using buffer strips, swales, or detention basins is important for limiting amounts of coarse sediment entering the trench which can clog and render the trench ineffective. The potential for groundwater mounding should be evaluated if depth to seasonally high groundwater (unmounded) is less than 15 feet. Because the north and east portions of the Town Center project is located within a shallow groundwater zone between 5 and 10 feet depth, an infiltration trench would not be feasible in these areas.
Infiltration Basin (TC-11) - Shallow basin that is designed to infiltrate stormwater and use the soil's natural filtering capability to remove pollutants. Infiltration basins provide 100% reduction in the load discharged to the surface waters and has a high removal efficiency for metals. A site must be inspected for the appropriate soil and hydrogeologic properties and potential risk of groundwater contamination. Infiltration basins may not be appropriate for industrial sites or those with a high potential for spills. The potential for groundwater mounding should be evaluated if depth to seasonally high groundwater (unmounded) is less than 15 feet. Because the north and east portions of the Town Center project is located within a shallow groundwater zone between 5 and 10 feet depth, an infiltration basin would not be feasible in these areas.
Extended Detention Basin (TC-22) - Generally basins that contain an outlet designed to detain the stormwater runoff for a minimum amount of time to allow particles and associated pollutants to settle. Detention basins are relatively easy and expensive to construct and operate. Requires a watershed of greater than 5 acres and only has a moderate pollutant removal efficiency. Detention basins are generally not aesthetically pleasing.
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Vegetated (Grass) Swales (TC-30) - Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff through filtering by the vegetation in the channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration, and reduce the flow velocity of stormwater runoff.
Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems.
Vegetated (Grass) Buffer Strip (TC-31) - Grassed buffer strips (vegetated filter strips, filter strips, and grassed filters) are vegetated surfaces that are designed to treat sheet flow from adjacent surfaces. Filter strips function by slowing runoff velocities and allowing sediment and other pollutants to settle and by providing some infiltration into underlying soils. Filter strips were originally used as an agricultural treatment practice and have more recently evolved into an urban practice. With proper design and maintenance, filter strips can provide relatively high pollutant removal. In addition, the public views them as landscaped amenities and not as stormwater infrastructure. Consequently, there is little resistance to their use.
Bioretention (TC-32) - Basins that function as a soil and plant-based filtration device that removes pollutants through a variety of physical, biological, and chemical treatment processes. This BMP generally consists of a grass buffer strip, sand bed, ponding area, organic layer or mulch layer, planting soil, and plants. Runoff is generally stored in the BMP and is released to the receiving water over a period of 48 hours. Bioretention has a high removal effectiveness for most targeted constituents, including metals. Bioretention facilities can enhance the landscape and are generally aesthetically pleasing. In areas where the native soil permeability is less than 0.5 in/hr an underdrain should be provided. Also, depth to mounded seasonally high groundwater shall not be less than 5 feet.
Media Filter (TC-40) - Generally two-chambered systems with a pretreatment settling basin and a filter bed filled with sand or other filtering material. Relatively high pollutant removal and has a medium to high removal efficiency for metals.
Can be more expensive to construct than other BMPs and require more maintenance.
Water Quality Inlet (TC-50) - Water quality inlets (WQIs), also commonly called trapping catch basins, oil/grit separators or oil/water separators, consist of one or more chambers that promote sedimentation of coarse materials and separation of free oil (as opposed to emulsified or dissolved oil) from stormwater. Some WQIs also contain screens to help retain larger or floating debris, and many of
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the newer designs also include a coalescing unit that helps promote oil/water separation.
These devices are appropriate for capturing hydrocarbon spills, but provide very marginal sediment removal and are not very effective for treatment of stormwater runoff. WQIs typically capture only the first portion of runoff for treatment and are generally used for pretreatment before discharging to other best management practices (BMPs).
Media Filter (MP-40) - Generally two-chambered systems with a pretreatment settling basin and a filter bed filled with sand or other filtering material. The MP40 media filter uses manufactured filters. Relatively high pollutant removal and has a medium to high removal efficiency for metals. Media filters require a smaller area than standard flatbed sand filters, wet ponds, and constructed wetlands. The manufactured media may be capable of removing dissolved pollutants.
Drain Insert (MP-52) - Drain inserts are manufactured filters or fabric placed in a drop inlet to remove sediment and debris. There are a multitude of inserts of various shapes and configurations, typically falling into one of three different groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene “bag” is placed in the wire mesh box. The bag takes the form of the box. Most box products are one box; that is, the setting area and filtration through media occur in the same box. Some products consist of one or more trays or mesh grates. The trays may hold different types of media. Filtration media vary by manufacturer. Types include polypropylene, porous polymer, treated cellulose, and activated carbon.
Proprietary Biotreatment (BIO-7) - Proprietary biotreatment devices are devices that are manufactured to mimic natural systems such as bioretention areas by incorporating plants, soil, and microbes engineered to provide treatment at higher flow rates or volumes and with smaller footprints than their natural counterparts.
Incoming flows are typically filtered through a planting media (mulch, compost, soil, plants, microbes, etc.) and either infiltrated or collected by an underdrain and delivered to the storm water conveyance system.
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4.3.7 Hydromodification
Hydromodification is the alteration of natural flow characteristics and sediment supply in streams and channels due to urbanization, which can result from new development and significant redevelopment projects without appropriate preventative controls.
Hydromodification controls are implemented in order to prevent hydromodification from happening. Urbanization commonly results in increased runoff volume and velocity; reduced infiltration; increased flow frequency, duration, and peaks; and faster time to reach peak flow. Under certain circumstances, urbanization could also result in the reduction in the amount of sediment supplied to the channel for transport. If the sediment supplied to the channel is reduced such that in-stream flows are transporting sediment faster than it can be replenished, then erosion of the channel’s bed and bank may occur. These changes have the potential to permanently impact downstream channels and habitat integrity. A change to a Priority Project site’s hydrologic characteristics would be considered a hydrologic condition of concern (HCOC) if the change would have a significant impact on downstream natural channels and habitat integrity.
Determining HCOCs in North Orange County:
In the North Orange County permit area, HCOCs are considered to exist if any streams located downstream from the project are determined to be potentially susceptible to hydromodification impacts and either of the following conditions exists:
• Post-development runoff volume for the 2-yr, 24-hr storm exceeds the predevelopment runoff volume for the 2-yr, 24-hr storm by more than 5 percent OR
• Time of concentration of post-development runoff for the 2-yr, 24-hr storm event reduces the time of concentration of the pre-development condition for the 2-yr, 24-hr storm event by more than 5 percent.
Based on Figure XVI-3b from the Orange County Model WQMP Technical Guidance Document (TGD), Susceptibility Analysis Anaheim Bay – Huntington Harbour, this project is in the potential areas of erosion, habitat and physical structure susceptibility.
This is because not all downstream conveyance channels that will receive runoff from the project are engineered, hardened and regularly maintained to ensure design flow capacity (i.e. some reaches of Bolsa Chica Channel are earth trapezoidal (soft bottom) channels), and sensitive stream habitat areas will potentially be affected. Therefore, for new project developments the steps and requirements outlined in the Orange County Model WQMP and Technical Guidance Document would need to be followed to mitigate the runoff.
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5.0 STORM DRAIN COST ESTIMATE
As discussed in Section 3, the proposed project would not alter the existing drainage pattern in the project area. On areas of existing barren land, it is assumed that all onsite drainage patterns follow the natural flow directions.
The existing facilities were originally designed per outdated standards and are undersized per the County's current standards. The County of Orange requires one foot of freeboard for all buildings for the 100-year storm event. The downstream storm drain facilities are designed for only the 25-year storm event, so no facilities on the project site are required to be upsized - because upsizing the upstream local storm drains would further tax the downstream facilities. Developers must be aware of the flooding potential and design accordingly. No storm drains are proposed as part of this specific plan because the Master Plan of Drainage from May 1971 has not been implemented.
Until downstream facilities are constructed, all run off mitigation will be handled by each individual site to ensure that the proposed run off is equivalent or less than existing conditions.
Facility upgrades at Court Street, north and south of the Pacific Electric Railway easement are already part of the City of Stanton's Capital Improvement Plan. No additional cost analysis was required.
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6.0 CONCLUSIONS
The Town Center Specific Plan consists of the revitalization of the City of Stanton. The proposed project involves mixed use, commercial, industrial, and residential expansion and development. The following sections detail the results of the hydrology and water quality investigations.
6.1 Drainage and Hydrology
The proposed project would generally decrease the discharge to existing storm drain facilities and streets, except for the increase in runoff in sub-watersheds B and C. Subwatershed B contains the proposed Transit Center site and Watershed C contains a portion of Beach Boulevard.
The proposed projects will be required to match existing drainage patterns and mitigate the increased runoff on a site-by-site basis until downstream facilities are constructed.
Mitigation must decrease the proposed runoff peak flow rates to existing conditions.
The hydrologic analysis performed for this study is intended for planning use only. More detailed hydrologic and hydraulic analyses would be required to determine exact impacts to existing facilities.
6.2 Floodplains
The project site is not located within a Special Flood Hazard Area, as determined by the National Flood Insurance Program. The proposed projects are not expected to increase flooding if there is onsite mitigation.
6.3 Water Quality
If a site project disturbs more than one acre of land, it falls under the General Construction Permit of the NPDES program. The general permit requires the applicant to file a public notice of intent (NOI) to discharge stormwater and to prepare and implement a construction phase Storm Water Pollution Prevention Plan (SWPPP) and post-construction Water Quality Management Plan (WQMP).
Each site should be evaluated to determine if it falls under a Priority Project Category - see Table 4.2. According to the Orange County DAMP, if a new development or significant redevelopment project qualifies as a Priority Project or requires discretionary action that will include a precise plan of development or requires issuance of a nonresidential plumbing permit, a Project WQMP is required. If a site falls under the Priority Project category, it will be required to include Treatment Control BMP's.
A combination of structural, non-structural, and construction Best Management Practices are recommended to decrease impacts of the proposed project to the water quality of the stormwater runoff. It is essential that the selected BMPs address treatment
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for all areas of the project area to assure that the runoff from the project site is being treated to the "maximum extent practicable".
6.4 Identified Data Gaps
Detailed topographic mapping of the project area and tributary areas would be required for a detailed hydrologic study. The existing mapping is adequate for planning level investigations only.
Storm drain plans for the system were not up to date. The GIS information provided by the City of Stanton depicts the Master Plan storm drain system had been constructed when a completely different type of system (conveyance type, alignment, etc.) was found during site visits. In addition, some storm drain as-built plans could not be found.
Hydrology studies that provide the basis of design for the local storm drains would also facilitate the detailed analysis. No such reports were available at the time of this study.
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7.0 References
California Stormwater Quality Association. Construction Handbook. September 2004.
California Stormwater Quality Association. Stormwater Best Management Practice Handbook Portal: Construction. November 2009.
California Stormwater Quality Association. New Development and Redevelopment Handbook. January 2003.
County of Orange. Drainage Area Management Plan (DAMP). July 1, 2003.
Orange County Environmental Management Agency (Department of Public Works).
Orange County Hydrology Manual. October 1986.
Orange County Environmental Management Agency. Orange County Local Drainage Manual. January 1996.
OC Planning (Department of Public Works). Model Water Quality Management Plan (WQMP). May 2011.
OC Planning (Department of Public Works). Model Water Quality Management Plan (WQMP) Technical Guidance Document (TGD). May 2011.
RBF Consulting. 2009 (October). Town Center Specific Plan Hydrology and Water Quality Technical Appendix, prepared for the City of Stanton, California.
Irvine, CA: RBF.
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Appendix A: Orange County Rational Method Calculations – Existing Condition
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED A - 10-YR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCEXA10.DAT
TIME/DATE OF STUDY: 21:01 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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 20.0 10.0 0.018/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 275.00
ELEVATION DATA: UPSTREAM(FEET) = 73.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.840
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.929
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.80 0.40 0.100 32 8.84
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.30 0.40 0.500 32 11.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.209
SUBAREA RUNOFF(CFS) = 2.82
TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 2.82
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 176.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.39
HALFSTREET FLOOD WIDTH(FEET) = 13.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.76
STREET FLOW TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 10.33
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.678
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.20 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.50 0.40 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.386
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.59
EFFECTIVE AREA(ACRES) = 1.80 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.16
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.88 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 451.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 71.00 DOWNSTREAM ELEVATION(FEET) = 70.00 STREET LENGTH(FEET) = 216.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.44
HALFSTREET FLOOD WIDTH(FEET) = 15.52
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.97
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.86
STREET FLOW TRAVEL TIME(MIN.) = 1.82 Tc(MIN.) = 12.16
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.440
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.50 0.40 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.66
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 5.43
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.04 FLOW VELOCITY(FEET/SEC.) = 2.02 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 70.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 214.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.20 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 16.92
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.08
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97
STREET FLOW TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 13.87
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.262
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.55
EFFECTIVE AREA(ACRES) = 3.40 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 6.56
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.28 FLOW VELOCITY(FEET/SEC.) = 2.12 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 68.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.53 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 20.20
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.99
STREET FLOW TRAVEL TIME(MIN.) = 2.59 Tc(MIN.) = 16.47
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.051
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.70 0.30 0.500 56
COMMERCIAL B 0.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.355
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.92
EFFECTIVE AREA(ACRES) = 4.50 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 7.84
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 20.90 FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 1.01 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.10 TO NODE 105.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 362.00
ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.076
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.885
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 1.00 0.40 0.100 32 9.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.56
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.56
**************************************************************************** FLOW PROCESS FROM NODE 105.20 TO NODE 105.30 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 483.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 18.56
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.54
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.26
STREET FLOW TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 12.24
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.430
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.10 0.40 0.100 32
COMMERCIAL B 3.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 12.94
EFFECTIVE AREA(ACRES) = 7.00 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 15.09
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 483.0 FT WITH ELEVATION-DROP = 3.0 FT, IS 14.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 105.30 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.30 = 845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.30 TO NODE 105.40 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 67.60 STREET LENGTH(FEET) = 585.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.70 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.61
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.92
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.16
STREET FLOW TRAVEL TIME(MIN.) = 5.08 Tc(MIN.) = 17.32
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.992
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 5.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 9.18
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 21.51
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.40 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.40 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 64.00 DOWNSTREAM(FEET) = 63.90 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.51
PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 17.54
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 21.51 17.54 1.978 0.33( 0.03) 0.10 12.2 105.10
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 7.84 16.47 2.051 0.36( 0.11) 0.32 4.5 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 28.80 16.47 2.051 0.34( 0.06) 0.16 16.0 100.00 0.0
2 29.06 17.54 1.978 0.34( 0.05) 0.16 16.7 105.10 38.4
TOTAL AREA(ACRES) = 16.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 29.06 Tc(MIN.) = 17.537
EFFECTIVE AREA(ACRES) = 16.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 16.7
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 603.90 DOWNSTREAM(FEET) = 603.60 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.95
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.06
PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 18.55
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 106.00 = 1725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 18.55
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.915
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 32
COMMERCIAL B 0.50 0.30 0.100 56
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.35
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.289
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.10
EFFECTIVE AREA(ACRES) = 18.60 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 18.6 PEAK FLOW RATE(CFS) = 31.07
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.90
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.07
PIPE TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 19.98
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2059.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.98
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.836
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.90 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.70 0.40 0.500 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.20 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.195
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 6.02
EFFECTIVE AREA(ACRES) = 22.40 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 22.4 PEAK FLOW RATE(CFS) = 35.76
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.20 DOWNSTREAM(FEET) = 62.50 FLOW LENGTH(FEET) = 467.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.38
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.76
PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 21.76
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 108.00 = 2526.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.76
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.748
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 4.30 0.40 0.100 32
NATURAL POOR COVER
"BARREN" A 0.30 0.40 1.000 78
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.186
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 7.53
EFFECTIVE AREA(ACRES) = 27.40 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 27.4 PEAK FLOW RATE(CFS) = 41.52
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 41.60 20.69 1.799 0.36( 0.07) 0.18 26.7 100.00 0.0
2 41.52 21.76 1.748 0.36( 0.06) 0.18 27.4 105.10 38.4
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 41.60 Tc(MIN.) = 20.69
AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.18 EFFECTIVE AREA(ACRES) = 26.65
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.69
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.799
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.80 0.40 0.100 32
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.18
EFFECTIVE AREA(ACRES) = 28.65 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 29.4 PEAK FLOW RATE(CFS) = 44.78
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 62.20 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.78
PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 21.46
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 109.00 = 2739.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.46
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.762
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 3.80 0.40 0.100 32
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 78
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.177
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 6.70
EFFECTIVE AREA(ACRES) = 33.05 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 33.8 PEAK FLOW RATE(CFS) = 50.51
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.20 DOWNSTREAM(FEET) = 62.00 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.02
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 50.51
PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 22.32
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 110.00 = 2946.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<
============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 18.68(CFS)
USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 17.60(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 18.68 AREA(AC.) = 17.60 * SUMMED DATA: FLOW(CFS) = 69.19 TOTAL AREA(ACRES) = 51.40 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 60.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 647.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 6.00
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.651
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 13.90 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.50 0.40 0.500 32
NATURAL POOR COVER
"BARREN" A 1.30 0.40 1.000 78
RESIDENTIAL
"8-10 DWELLINGS/ACRE" A 0.70 0.40 0.400 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 83.41
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.28 AVERAGE FLOW DEPTH(FEET) = 2.16 TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 24.03
SUBAREA AREA(ACRES) = 20.40 SUBAREA RUNOFF(CFS) = 28.43 EFFECTIVE AREA(ACRES) = 53.45 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 54.2 PEAK FLOW RATE(CFS) = 75.65
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 2.31 FLOW VELOCITY(FEET/SEC.) = 6.48
* TOTAL SOURCE FLOW(CFS) = 18.68
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 111.00 = 3593.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 54.2 TC(MIN.) = 24.03
EFFECTIVE AREA(ACRES) = 53.45 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.206 PEAK FLOW RATE(CFS) = 75.65
* CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 18.68 AREA(AC.) = 17.6 * SUMMED DATA: FLOW(CFS) = 94.33 TOTAL AREA(ACRES) = 71.8 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 75.65 24.03 1.651 0.38( 0.08) 0.21 53.5 100.00 18.7
2 74.73 25.12 1.610 0.38( 0.08) 0.20 54.2 105.10 38.4
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED F - 10 YR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCEXF10.DAT
TIME/DATE OF STUDY: 14:03 10/01/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00
ELEVATION DATA: UPSTREAM(FEET) = 69.00 DOWNSTREAM(FEET) = 68.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.898
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.918
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.10 0.40 0.100 32 8.90
NATURAL POOR COVER
"BARREN" A 0.60 0.40 1.000 78 15.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.871
SUBAREA RUNOFF(CFS) = 1.62
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.62
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.448
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 32
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 78
COMMERCIAL B 0.10 0.30 0.100 56
NATURAL POOR COVER
"BARREN" B 0.30 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.53
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.05 AVERAGE FLOW DEPTH(FEET) = 0.39 TRAVEL TIME(MIN.) = 3.19 Tc(MIN.) = 12.09
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.82
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 3.14
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 1.11
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.086
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 32
COMMERCIAL B 0.60 0.30 0.100 56
NATURAL POOR COVER
"BARREN" B 0.40 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.377
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.29
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.23 AVERAGE FLOW DEPTH(FEET) = 0.53 TRAVEL TIME(MIN.) = 3.90 Tc(MIN.) = 15.99
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.31
EFFECTIVE AREA(ACRES) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 4.92
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.57 FLOW VELOCITY(FEET/SEC.) = 1.29
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 15.99
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.086
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 12.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 23.87 EFFECTIVE AREA(ACRES) = 15.80 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = 28.79
**************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.71
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.79
PIPE TRAVEL TIME(MIN.) = 0.67 Tc(MIN.) = 16.66
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 16.66
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.037
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.90 0.40 0.100 32
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.37
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 7.38
EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 35.48
**************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.48
PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 17.78
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1291.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.78
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.962
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.40 0.30 0.100 56
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.50 0.30 0.500 56
NATURAL POOR COVER
"BARREN" B 1.60 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.398
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 9.12
EFFECTIVE AREA(ACRES) = 25.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 25.4 PEAK FLOW RATE(CFS) = 43.26
**************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 568.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.12
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 43.26
PIPE TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 19.33
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.00 = 1859.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.33
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.871
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 5.30 0.40 0.100 32
COMMERCIAL B 0.80 0.30 0.100 56
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.38
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.130
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 10.81
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 32.0 PEAK FLOW RATE(CFS) = 51.98
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 32.0 TC(MIN.) = 19.33
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 51.98
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED G - 10-YEAR STORM - AMC II *
* SAB *
************************************************************************** FILE NAME: STCEXG10.DAT
TIME/DATE OF STUDY: 14:50 10/01/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00
ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 68.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.928
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.912
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.90 0.40 0.100 32 8.93
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.33
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.33
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 172.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.55
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.33
PIPE TRAVEL TIME(MIN.) = 1.12 Tc(MIN.) = 10.05
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 492.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.05
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.721
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.30 0.40 0.500 32
NATURAL POOR COVER
"BARREN" A 0.10 0.40 1.000 78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.30
EFFECTIVE AREA(ACRES) = 2.30 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 5.47
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 292.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.66
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.47
PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 11.38
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.38
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.534
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 3.00 0.40 0.100 32
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.156
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 7.12
EFFECTIVE AREA(ACRES) = 5.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 12.20
**************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.45
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.20
PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 11.84
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.84
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.477
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.80 0.40 0.100 32
COMMERCIAL B 7.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 18.05
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 13.7 PEAK FLOW RATE(CFS) = 29.98
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 27.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.74
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.98
PIPE TRAVEL TIME(MIN.) = 2.95 Tc(MIN.) = 14.79
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 705.00 = 1746.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 13.7 TC(MIN.) = 14.79
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR)= 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.128 PEAK FLOW RATE(CFS) = 29.98
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED H - 10-YEAR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCEXH10.DAT
TIME/DATE OF STUDY: 17:20 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 364.00
ELEVATION DATA: UPSTREAM(FEET) = 74.50 DOWNSTREAM(FEET) = 73.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.460
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.659
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 1.60 0.40 0.100 32 10.46
COMMERCIAL B 0.10 0.30 0.100 56 10.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.01
TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 4.01
**************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0020
STREET LENGTH(FEET) = 542.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 22.75
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.56
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91
STREET FLOW TRAVEL TIME(MIN.) = 5.81 Tc(MIN.) = 16.27
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.065
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.50 0.40 0.100 32
COMMERCIAL B 2.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 7.13
EFFECTIVE AREA(ACRES) = 5.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 10.23
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.64 HALFSTREET FLOOD WIDTH(FEET) = 25.78 FLOW VELOCITY(FEET/SEC.) = 1.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 918.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.47 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.69
HALFSTREET FLOOD WIDTH(FEET) = 29.83
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.42
STREET FLOW TRAVEL TIME(MIN.) = 7.43 Tc(MIN.) = 23.70
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.664
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 7.10 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS) = 10.44
EFFECTIVE AREA(ACRES) = 12.70 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 18.65
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 33.86 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.56 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 1824.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 367.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.37 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 35.88
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.18
SPLIT DEPTH(FEET) = 0.47 SPLIT FLOOD WIDTH(FEET) = 15.93 SPLIT FLOW(CFS) = 4.02 SPLIT VELOCITY(FEET/SEC.) = 1.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 35.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 26.50
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.561
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 8.30 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 11.44
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 21.0 PEAK FLOW RATE(CFS) = 28.91
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 35.88 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 367.0 FT WITH ELEVATION-DROP = 1.0 FT, IS 19.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 804.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 2191.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 21.0 TC(MIN.) = 26.50
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 28.91
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED A - 25-YR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCEXA25.DAT
TIME/DATE OF STUDY: 21:08 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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 20.0 10.0 0.018/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 275.00
ELEVATION DATA: UPSTREAM(FEET) = 73.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.840
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.494
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.80 0.40 0.100 32 8.84
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.30 0.40 0.500 32 11.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.209
SUBAREA RUNOFF(CFS) = 3.38
TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 3.38
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 176.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.41
HALFSTREET FLOOD WIDTH(FEET) = 14.11
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.84
STREET FLOW TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 10.27
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.210
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.20 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.50 0.40 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.386
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.93
EFFECTIVE AREA(ACRES) = 1.80 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 5.02
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.93 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY(FT*FT/SEC.) = 0.91 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 451.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 71.00 DOWNSTREAM ELEVATION(FEET) = 70.00 STREET LENGTH(FEET) = 216.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 16.75
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.95
STREET FLOW TRAVEL TIME(MIN.) = 1.75 Tc(MIN.) = 12.01
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.937
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.50 0.40 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.01
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 6.59
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.33 FLOW VELOCITY(FEET/SEC.) = 2.11 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 70.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 214.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.49
HALFSTREET FLOOD WIDTH(FEET) = 18.27
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 1.64 Tc(MIN.) = 13.65
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.732
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.89
EFFECTIVE AREA(ACRES) = 3.40 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 8.00
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 18.68 FLOW VELOCITY(FEET/SEC.) = 2.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 68.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.18 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31
FULL HALF-STREET VELOCITY(FEET/SEC.) = 1.95
SPLIT DEPTH(FEET) = 0.30 SPLIT FLOOD WIDTH(FEET) = 8.90 SPLIT FLOW(CFS) = 1.10 SPLIT VELOCITY(FEET/SEC.) = 1.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 21.31
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.95
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03
STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 16.21
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.479
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.70 0.30 0.500 56
COMMERCIAL B 0.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.355
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.35
EFFECTIVE AREA(ACRES) = 4.50 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 9.58
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.10 TO NODE 105.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 362.00
ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.076
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.442
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 1.00 0.40 0.100 32 9.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.06
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.06
**************************************************************************** FLOW PROCESS FROM NODE 105.20 TO NODE 105.30 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 483.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.52
HALFSTREET FLOOD WIDTH(FEET) = 21.14
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.65
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.39
STREET FLOW TRAVEL TIME(MIN.) = 3.03 Tc(MIN.) = 12.11
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.924
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.10 0.40 0.100 32
COMMERCIAL B 3.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 15.61
EFFECTIVE AREA(ACRES) = 7.00 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 18.20
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 483.0 FT WITH ELEVATION-DROP = 3.0 FT, IS 17.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 105.30 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.30 = 845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.30 TO NODE 105.40 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 67.60 STREET LENGTH(FEET) = 585.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 23.83 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.64
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.07
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.32
STREET FLOW TRAVEL TIME(MIN.) = 4.72 Tc(MIN.) = 16.83
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.427
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 5.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 11.22
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 26.29
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.65 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.41 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.40 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.40 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 64.00 DOWNSTREAM(FEET) = 63.90 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 28.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.29
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 17.04
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 26.29 17.04 2.410 0.33( 0.03) 0.10 12.2 105.10
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 9.58 16.21 2.479 0.36( 0.11) 0.32 4.5 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 35.31 16.21 2.479 0.34( 0.06) 0.16 16.1 100.00 0.0
2 35.59 17.04 2.410 0.34( 0.05) 0.16 16.7 105.10 18.7
TOTAL AREA(ACRES) = 16.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 35.59 Tc(MIN.) = 17.039
EFFECTIVE AREA(ACRES) = 16.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 16.7
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 603.90 DOWNSTREAM(FEET) = 603.60 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.14
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.59
PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 18.00
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 106.00 = 1725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 18.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.336
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 32
COMMERCIAL B 0.50 0.30 0.100 56
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.50 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.35
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.289
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.82
EFFECTIVE AREA(ACRES) = 18.60 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 18.6 PEAK FLOW RATE(CFS) = 38.11
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.09
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.11
PIPE TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 19.36
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2059.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.36
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.242
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.90 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.70 0.40 0.500 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.20 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.195
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 7.41
EFFECTIVE AREA(ACRES) = 22.40 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 22.4 PEAK FLOW RATE(CFS) = 43.94
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.20 DOWNSTREAM(FEET) = 62.50 FLOW LENGTH(FEET) = 467.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.94
PIPE TRAVEL TIME(MIN.) = 1.70 Tc(MIN.) = 21.06
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 108.00 = 2526.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.06
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.137
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 4.30 0.40 0.100 32
NATURAL POOR COVER
"BARREN" A 0.30 0.40 1.000 78
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.186
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 9.28
EFFECTIVE AREA(ACRES) = 27.40 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 27.4 PEAK FLOW RATE(CFS) = 51.12
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 51.18 20.23 2.187 0.36( 0.06) 0.18 26.8 100.00 0.0
2 51.12 21.06 2.137 0.36( 0.06) 0.18 27.4 105.10 18.7
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 51.18 Tc(MIN.) = 20.23
AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.18 EFFECTIVE AREA(ACRES) = 26.81
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.23
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.187
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.80 0.40 0.100 32
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.87
EFFECTIVE AREA(ACRES) = 28.81 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 29.4 PEAK FLOW RATE(CFS) = 55.06
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 62.20 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.81
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 55.06
PIPE TRAVEL TIME(MIN.) = 0.74 Tc(MIN.) = 20.97
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 109.00 = 2739.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.97
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.143
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 3.80 0.40 0.100 32
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 78
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.177
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 8.20
EFFECTIVE AREA(ACRES) = 33.21 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 33.8 PEAK FLOW RATE(CFS) = 62.12
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.20 DOWNSTREAM(FEET) = 62.00 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.94
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 62.12
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 21.67
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 110.00 = 2946.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<
============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 29.37(CFS)
USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 17.60(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 29.37 AREA(AC.) = 17.60 * SUMMED DATA: FLOW(CFS) = 91.49 TOTAL AREA(ACRES) = 51.40 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 60.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 647.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 6.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.020
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 13.90 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.50 0.40 0.500 32
NATURAL POOR COVER
"BARREN" A 1.30 0.40 1.000 78
RESIDENTIAL
"8-10 DWELLINGS/ACRE" A 0.70 0.40 0.400 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 109.10 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.74 AVERAGE FLOW DEPTH(FEET) = 2.49 TRAVEL TIME(MIN.) = 1.60 Tc(MIN.) = 23.27
SUBAREA AREA(ACRES) = 20.40 SUBAREA RUNOFF(CFS) = 35.21 EFFECTIVE AREA(ACRES) = 53.61 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 54.2 PEAK FLOW RATE(CFS) = 93.68
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 2.66 FLOW VELOCITY(FEET/SEC.) = 6.95
* TOTAL SOURCE FLOW(CFS) = 29.37
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 111.00 = 3593.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 54.2 TC(MIN.) = 23.27
EFFECTIVE AREA(ACRES) = 53.61 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.206 PEAK FLOW RATE(CFS) = 93.68
* CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 29.37 AREA(AC.) = 17.6 * SUMMED DATA: FLOW(CFS) = 123.05 TOTAL AREA(ACRES) = 71.8 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 93.68 23.27 2.020 0.38( 0.08) 0.21 53.6 100.00 29.4
2 92.79 24.10 1.980 0.38( 0.08) 0.20 54.2 105.10 18.7
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWNE CENTER SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED F - 25-YR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCEXF25.DAT
TIME/DATE OF STUDY: 15:38 10/01/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00
ELEVATION DATA: UPSTREAM(FEET) = 69.00 DOWNSTREAM(FEET) = 68.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.898
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.481
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.10 0.40 0.100 32 8.90
NATURAL POOR COVER
"BARREN" A 0.60 0.40 1.000 78 15.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.871
SUBAREA RUNOFF(CFS) = 1.97
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.97
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.953
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 32
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 78
COMMERCIAL B 0.10 0.30 0.100 56
NATURAL POOR COVER
"BARREN" B 0.30 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.09
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.11 AVERAGE FLOW DEPTH(FEET) = 0.44 TRAVEL TIME(MIN.) = 3.00 Tc(MIN.) = 11.90
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.23
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 3.87
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.50 FLOW VELOCITY(FEET/SEC.) = 1.19
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.539
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 32
COMMERCIAL B 0.60 0.30 0.100 56
NATURAL POOR COVER
"BARREN" B 0.40 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.377
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.29
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.32 AVERAGE FLOW DEPTH(FEET) = 0.59 TRAVEL TIME(MIN.) = 3.64 Tc(MIN.) = 15.54
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.84
EFFECTIVE AREA(ACRES) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 6.11
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.64 FLOW VELOCITY(FEET/SEC.) = 1.38
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 15.54
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.539
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 12.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 29.13 EFFECTIVE AREA(ACRES) = 15.80 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = 35.23
**************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.23
PIPE TRAVEL TIME(MIN.) = 0.64 Tc(MIN.) = 16.18
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 16.18
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.482
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.90 0.40 0.100 32
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.37
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 9.02
EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 43.44
**************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.21
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.44
PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 17.25
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1291.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.25
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.393
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.40 0.30 0.100 56
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.50 0.30 0.500 56
NATURAL POOR COVER
"BARREN" B 1.60 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.398
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 11.25
EFFECTIVE AREA(ACRES) = 25.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 25.4 PEAK FLOW RATE(CFS) = 53.11
**************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 568.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.51
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 53.11
PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 18.51
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.00 = 1859.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 18.51
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.300
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 5.30 0.40 0.100 32
COMMERCIAL B 0.80 0.30 0.100 56
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.38
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.130
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 13.36
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 32.0 PEAK FLOW RATE(CFS) = 64.33
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 32.0 TC(MIN.) = 18.51
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 64.33
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED G - 25-YEAR STORM - AMC II *
* SAB *
************************************************************************** FILE NAME: STCEXG25.DAT
TIME/DATE OF STUDY: 15:30 10/01/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00
ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 68.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.928
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.474
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.90 0.40 0.100 32 8.93
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 2.78
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.78
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 172.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.66
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.78
PIPE TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 10.01
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 492.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 10.01
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.257
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.30 0.40 0.500 32
NATURAL POOR COVER
"BARREN" A 0.10 0.40 1.000 78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.98
EFFECTIVE AREA(ACRES) = 2.30 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 6.58
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 292.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.80
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.58
PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 11.29
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.29
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.043
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 3.00 0.40 0.100 32
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.156
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 8.58
EFFECTIVE AREA(ACRES) = 5.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 14.72
**************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.72
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 11.73
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.73
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.977
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.80 0.40 0.100 32
COMMERCIAL B 7.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 21.74
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 13.7 PEAK FLOW RATE(CFS) = 36.14
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.14
PIPE TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 14.54
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 705.00 = 1746.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 13.7 TC(MIN.) = 14.54
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR)= 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.128 PEAK FLOW RATE(CFS) = 36.14
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED H - 25-YEAR STORM - AMC II *
* SAB *
************************************************************************** FILE NAME: STCEXH25.DAT
TIME/DATE OF STUDY: 17:20 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 364.00
ELEVATION DATA: UPSTREAM(FEET) = 74.50 DOWNSTREAM(FEET) = 73.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.460
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.176
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 1.60 0.40 0.100 32 10.46
COMMERCIAL B 0.10 0.30 0.100 56 10.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 4.80
TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 4.80
**************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0020
STREET LENGTH(FEET) = 542.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.14 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.62
HALFSTREET FLOOD WIDTH(FEET) = 24.58
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 5.55 Tc(MIN.) = 16.01
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.496
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.50 0.40 0.100 32
COMMERCIAL B 2.40 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 8.64
EFFECTIVE AREA(ACRES) = 5.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 12.40
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 28.27 FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 918.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 18.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.73
HALFSTREET FLOOD WIDTH(FEET) = 34.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.56
STREET FLOW TRAVEL TIME(MIN.) = 7.14 Tc(MIN.) = 23.15
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.026
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 7.10 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS) = 12.75
EFFECTIVE AREA(ACRES) = 12.70 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 22.79
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 35.88 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 918.0 FT WITH ELEVATION-DROP = 2.5 FT, IS 16.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 803.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 1824.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 367.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 29.77 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 35.88
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.18
SPLIT DEPTH(FEET) = 0.60 SPLIT FLOOD WIDTH(FEET) = 23.39 SPLIT FLOW(CFS) = 9.42 SPLIT VELOCITY(FEET/SEC.) = 1.83 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 35.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 25.96
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.899
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 8.30 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 13.96
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 21.0 PEAK FLOW RATE(CFS) = 35.29
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 35.88 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 367.0 FT WITH ELEVATION-DROP = 1.0 FT, IS 23.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 804.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 2191.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 21.0 TC(MIN.) = 25.96
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 35.29
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED A - 100-YR STORM EVENT - AMC III *
* SAB *
************************************************************************** FILE NAME: STCEA100.DAT
TIME/DATE OF STUDY: 21:13 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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 20.0 10.0 0.018/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 275.00
ELEVATION DATA: UPSTREAM(FEET) = 73.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.840
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.464
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.80 0.40 0.100 52 8.84
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.30 0.40 0.500 52 11.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.209
SUBAREA RUNOFF(CFS) = 4.34
TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 4.34
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 176.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.44
HALFSTREET FLOOD WIDTH(FEET) = 15.58
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96
STREET FLOW TRAVEL TIME(MIN.) = 1.34 Tc(MIN.) = 10.18
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.118
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.20 0.40 0.100 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.50 0.40 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.386
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.50
EFFECTIVE AREA(ACRES) = 1.80 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.28 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 6.49
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 16.57 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 451.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 71.00 DOWNSTREAM ELEVATION(FEET) = 70.00 STREET LENGTH(FEET) = 216.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.80 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 18.51
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.20
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09
STREET FLOW TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 11.81
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.781
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.50 0.40 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.62
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.30 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 8.57
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.51 HALFSTREET FLOOD WIDTH(FEET) = 19.73 FLOW VELOCITY(FEET/SEC.) = 2.25 DEPTH*VELOCITY(FT*FT/SEC.) = 1.15 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 70.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 214.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 9.80 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.31
SPLIT DEPTH(FEET) = 0.19 SPLIT FLOOD WIDTH(FEET) = 3.17 SPLIT FLOW(CFS) = 0.24 SPLIT VELOCITY(FEET/SEC.) = 1.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 21.31
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.31
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.22
STREET FLOW TRAVEL TIME(MIN.) = 1.54 Tc(MIN.) = 13.35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.524
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.50 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.46
EFFECTIVE AREA(ACRES) = 3.40 AREA-AVERAGED Fm(INCH/HR) = 0.12 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.31 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 10.42
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 2.31 DEPTH*VELOCITY(FT*FT/SEC.) = 1.22 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 68.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.95 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31
FULL HALF-STREET VELOCITY(FEET/SEC.) = 1.95
SPLIT DEPTH(FEET) = 0.43 SPLIT FLOOD WIDTH(FEET) = 14.99 SPLIT FLOW(CFS) = 3.88 SPLIT VELOCITY(FEET/SEC.) = 1.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 21.31
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.95
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03
STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 15.92
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.187
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.70 0.30 0.500 76
COMMERCIAL B 0.40 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.355
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 3.05
EFFECTIVE AREA(ACRES) = 4.50 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.32 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 12.44
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.10 TO NODE 105.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 362.00
ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 9.076
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.397
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 1.00 0.40 0.100 52 9.08
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.92
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.92
**************************************************************************** FLOW PROCESS FROM NODE 105.20 TO NODE 105.30 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 483.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.90 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.66
SPLIT DEPTH(FEET) = 0.36 SPLIT FLOOD WIDTH(FEET) = 11.71 SPLIT FLOW(CFS) = 2.88 SPLIT VELOCITY(FEET/SEC.) = 1.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 21.31
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.66
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40
STREET FLOW TRAVEL TIME(MIN.) = 3.02 Tc(MIN.) = 12.10
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.729
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.10 0.40 0.100 52
COMMERCIAL B 3.90 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 6.00 SUBAREA RUNOFF(CFS) = 19.96
EFFECTIVE AREA(ACRES) = 7.00 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 7.0 PEAK FLOW RATE(CFS) = 23.28
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.65 FLOW VELOCITY(FEET/SEC.) = 2.72 DEPTH*VELOCITY(FT*FT/SEC.) = 1.45 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 483.0 FT WITH ELEVATION-DROP = 3.0 FT, IS 22.3 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 105.30 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.30 = 845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.30 TO NODE 105.40 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 67.60 STREET LENGTH(FEET) = 585.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 30.56 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.68
HALFSTREET FLOOD WIDTH(FEET) = 20.83
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.28
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.56
STREET FLOW TRAVEL TIME(MIN.) = 4.27 Tc(MIN.) = 16.37
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.136
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 5.20 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 5.20 SUBAREA RUNOFF(CFS) = 14.54
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 34.07
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.71 HALFSTREET FLOOD WIDTH(FEET) = 21.93 FLOW VELOCITY(FEET/SEC.) = 2.38 DEPTH*VELOCITY(FT*FT/SEC.) = 1.68 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.40 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.40 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 64.00 DOWNSTREAM(FEET) = 63.90 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.74
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.07
PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 16.56
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 34.07 16.56 3.115 0.33( 0.03) 0.10 12.2 105.10
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 12.44 15.92 3.187 0.36( 0.11) 0.32 4.5 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 45.95 15.92 3.187 0.34( 0.06) 0.16 16.2 100.00 0.0
2 46.22 16.56 3.115 0.34( 0.05) 0.16 16.7 105.10 29.4
TOTAL AREA(ACRES) = 16.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 46.22 Tc(MIN.) = 16.565
EFFECTIVE AREA(ACRES) = 16.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.16 TOTAL AREA(ACRES) = 16.7
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 603.90 DOWNSTREAM(FEET) = 603.60 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.37
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.22
PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 17.48
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 106.00 = 1725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.020
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.50 0.40 0.100 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 52
COMMERCIAL B 0.50 0.30 0.100 76
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.50 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.35
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.289
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.99
EFFECTIVE AREA(ACRES) = 18.60 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 18.6 PEAK FLOW RATE(CFS) = 49.56
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 37.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.42
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.56
PIPE TRAVEL TIME(MIN.) = 1.26 Tc(MIN.) = 18.74
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2059.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 18.74
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.902
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.90 0.40 0.100 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.70 0.40 0.500 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.20 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.195
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 9.67
EFFECTIVE AREA(ACRES) = 22.40 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 22.4 PEAK FLOW RATE(CFS) = 57.26
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.20 DOWNSTREAM(FEET) = 62.50 FLOW LENGTH(FEET) = 467.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.26
PIPE TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 20.31
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 108.00 = 2526.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.31
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.771
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 4.30 0.40 0.100 52
NATURAL POOR COVER
"BARREN" A 0.30 0.40 1.000 93
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.186
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 12.14
EFFECTIVE AREA(ACRES) = 27.40 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.18 TOTAL AREA(ACRES) = 27.4 PEAK FLOW RATE(CFS) = 66.76
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 66.84 19.66 2.823 0.36( 0.06) 0.18 26.9 100.00 0.0
2 66.76 20.31 2.771 0.36( 0.06) 0.18 27.4 105.10 29.4
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 66.84 Tc(MIN.) = 19.66
AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.18 EFFECTIVE AREA(ACRES) = 26.92
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.66
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.823
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.80 0.40 0.100 52
COMMERCIAL B 1.20 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.02
EFFECTIVE AREA(ACRES) = 28.92 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 29.4 PEAK FLOW RATE(CFS) = 71.86
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 62.20 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.16
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 71.86
PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 20.35
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 109.00 = 2739.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.35
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.768
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 3.80 0.40 0.100 52
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 93
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.177
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 10.68
EFFECTIVE AREA(ACRES) = 33.32 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 33.8 PEAK FLOW RATE(CFS) = 81.11
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.20 DOWNSTREAM(FEET) = 62.00 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.45
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 81.11
PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 20.89
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 110.00 = 2946.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<
============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 38.14(CFS)
USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 17.60(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 38.14 AREA(AC.) = 17.60 * SUMMED DATA: FLOW(CFS) = 119.25 TOTAL AREA(ACRES) = 51.40 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 60.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 647.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 6.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.622
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 13.90 0.40 0.100 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.50 0.40 0.500 52
NATURAL POOR COVER
"BARREN" A 1.30 0.40 1.000 93
RESIDENTIAL
"8-10 DWELLINGS/ACRE" A 0.70 0.40 0.400 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 142.37 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.24 AVERAGE FLOW DEPTH(FEET) = 2.87 TRAVEL TIME(MIN.) = 1.49 Tc(MIN.) = 22.38
SUBAREA AREA(ACRES) = 20.40 SUBAREA RUNOFF(CFS) = 46.26 EFFECTIVE AREA(ACRES) = 53.72 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.21 TOTAL AREA(ACRES) = 54.2 PEAK FLOW RATE(CFS) = 122.97
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 3.06 FLOW VELOCITY(FEET/SEC.) = 7.47
* TOTAL SOURCE FLOW(CFS) = 38.14
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 111.00 = 3593.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 54.2 TC(MIN.) = 22.38
EFFECTIVE AREA(ACRES) = 53.72 AREA-AVERAGED Fm(INCH/HR)= 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.38 AREA-AVERAGED Ap = 0.206 PEAK FLOW RATE(CFS) = 122.97
* CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 38.14 AREA(AC.) = 17.6 * SUMMED DATA: FLOW(CFS) = 161.11 TOTAL AREA(ACRES) = 71.8 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 122.97 22.38 2.622 0.38( 0.08) 0.21 53.7 100.00 38.1
2 122.00 23.03 2.579 0.38( 0.08) 0.20 54.2 105.10 29.4
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWNE CENTER SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED F - 100-YR-STORM EVENT - AMC III *
* SAB *
************************************************************************** FILE NAME: STCEF100.DAT
TIME/DATE OF STUDY: 19:27 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00
ELEVATION DATA: UPSTREAM(FEET) = 69.00 DOWNSTREAM(FEET) = 68.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.898
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.447
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.10 0.40 0.100 52 8.90
NATURAL POOR COVER
"BARREN" A 0.60 0.40 1.000 93 15.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.871
SUBAREA RUNOFF(CFS) = 2.58
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.58
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.814
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 52
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 93
COMMERCIAL B 0.10 0.30 0.100 76
NATURAL POOR COVER
"BARREN" B 0.30 0.30 1.000 97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.600
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.05
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.22 AVERAGE FLOW DEPTH(FEET) = 0.51 TRAVEL TIME(MIN.) = 2.73 Tc(MIN.) = 11.63
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.92
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.27 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.72 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 5.11
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.58 FLOW VELOCITY(FEET/SEC.) = 1.30
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.299
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.30 0.40 0.100 52
COMMERCIAL B 0.60 0.30 0.100 76
NATURAL POOR COVER
"BARREN" B 0.40 0.30 1.000 97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.377
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.97
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.43 AVERAGE FLOW DEPTH(FEET) = 0.69 TRAVEL TIME(MIN.) = 3.36 Tc(MIN.) = 14.99
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.72
EFFECTIVE AREA(ACRES) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.57 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 8.09
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.74 FLOW VELOCITY(FEET/SEC.) = 1.50
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 14.99
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.299
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 12.90 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 37.95 EFFECTIVE AREA(ACRES) = 15.80 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = 46.04
**************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.25
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.04
PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 15.59
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 15.59
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.225
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 2.90 0.40 0.100 52
COMMERCIAL B 1.20 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.37
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 11.76
EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.06 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 56.75
**************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.51
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.75
PIPE TRAVEL TIME(MIN.) = 1.01 Tc(MIN.) = 16.60
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1291.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 16.60
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.111
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 3.40 0.30 0.100 76
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.50 0.30 0.500 76
NATURAL POOR COVER
"BARREN" B 1.60 0.30 1.000 97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.398
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 14.81
EFFECTIVE AREA(ACRES) = 25.40 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.22 TOTAL AREA(ACRES) = 25.4 PEAK FLOW RATE(CFS) = 69.51
**************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 568.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.83
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 69.51
PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 17.57
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.00 = 1859.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.57
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.012
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 5.30 0.40 0.100 52
COMMERCIAL B 0.80 0.30 0.100 76
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.40 0.40 0.500 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.10 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.38
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.130
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 17.59
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.20 TOTAL AREA(ACRES) = 32.0 PEAK FLOW RATE(CFS) = 84.84
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 32.0 TC(MIN.) = 17.57
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR)= 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.200 PEAK FLOW RATE(CFS) = 84.84
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED G - 100-YR STORM EVENT - AMC III *
* SAB *
************************************************************************** FILE NAME: STCEG100.DAT
TIME/DATE OF STUDY: 19:29 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00
ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 68.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.928
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.438
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 0.90 0.40 0.100 52 8.93
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 3.56
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.56
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 172.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.80
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.56
PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 9.95
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 492.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 9.95
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.171
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.00 0.40 0.100 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.30 0.40 0.500 52
NATURAL POOR COVER
"BARREN" A 0.10 0.40 1.000 93
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.250
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 5.13
EFFECTIVE AREA(ACRES) = 2.30 AREA-AVERAGED Fm(INCH/HR) = 0.08 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.19 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 8.48
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 292.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.07
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.48
PIPE TRAVEL TIME(MIN.) = 1.19 Tc(MIN.) = 11.15
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.15
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.909
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 3.00 0.40 0.100 52
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 93
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.156
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 11.08
EFFECTIVE AREA(ACRES) = 5.50 AREA-AVERAGED Fm(INCH/HR) = 0.07 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.17 TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 19.01
**************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.91
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.01
PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 11.56
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.56
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.828
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 0.80 0.40 0.100 52
COMMERCIAL B 7.40 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 28.02
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR) = 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.13 TOTAL AREA(ACRES) = 13.7 PEAK FLOW RATE(CFS) = 46.63
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.26
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.63
PIPE TRAVEL TIME(MIN.) = 2.66 Tc(MIN.) = 14.22
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 705.00 = 1746.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 13.7 TC(MIN.) = 14.22
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR)= 0.05 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.128 PEAK FLOW RATE(CFS) = 46.63
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - EXISTING CONDITION * * WATERSHED H - 100-YEAR STORM - AMC III *
* SAB *
************************************************************************** FILE NAME: STCEH100.DAT
TIME/DATE OF STUDY: 18:29 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 364.00
ELEVATION DATA: UPSTREAM(FEET) = 74.50 DOWNSTREAM(FEET) = 73.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.460
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.053
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
COMMERCIAL A 1.60 0.40 0.100 52 10.46
COMMERCIAL B 0.10 0.30 0.100 76 10.46
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA RUNOFF(CFS) = 6.14
TOTAL AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) = 6.14
**************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0020
STREET LENGTH(FEET) = 542.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 27.25
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15
STREET FLOW TRAVEL TIME(MIN.) = 5.23 Tc(MIN.) = 15.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.213
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.50 0.40 0.100 52
COMMERCIAL B 2.40 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 11.16
EFFECTIVE AREA(ACRES) = 5.60 AREA-AVERAGED Fm(INCH/HR) = 0.04 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 16.02
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.73 HALFSTREET FLOOD WIDTH(FEET) = 33.86 FLOW VELOCITY(FEET/SEC.) = 1.84 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 542.0 FT WITH ELEVATION-DROP = 1.1 FT, IS 12.4 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 802.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 918.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.23 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 35.88
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.18
SPLIT DEPTH(FEET) = 0.47 SPLIT FLOOD WIDTH(FEET) = 15.65 SPLIT FLOW(CFS) = 3.88 SPLIT VELOCITY(FEET/SEC.) = 1.51 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 35.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 7.02 Tc(MIN.) = 22.71
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.600
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 7.10 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 7.10 SUBAREA RUNOFF(CFS) = 16.42
EFFECTIVE AREA(ACRES) = 12.70 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 12.7 PEAK FLOW RATE(CFS) = 29.34
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 35.88 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 918.0 FT WITH ELEVATION-DROP = 2.5 FT, IS 20.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 803.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 1824.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 367.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 38.31 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 35.88
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.18
SPLIT DEPTH(FEET) = 0.72 SPLIT FLOOD WIDTH(FEET) = 33.08 SPLIT FLOW(CFS) = 17.97 SPLIT VELOCITY(FEET/SEC.) = 2.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 35.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 25.51
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.432
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL B 8.30 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100
SUBAREA AREA(ACRES) = 8.30 SUBAREA RUNOFF(CFS) = 17.94
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR) = 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 21.0 PEAK FLOW RATE(CFS) = 45.37
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.76 HALFSTREET FLOOD WIDTH(FEET) = 36.82 FLOW VELOCITY(FEET/SEC.) = 2.26 DEPTH*VELOCITY(FT*FT/SEC.) = 1.73 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 367.0 FT WITH ELEVATION-DROP = 1.0 FT, IS 29.9 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 804.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 2191.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 21.0 TC(MIN.) = 25.51
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 45.37
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
TOWN CENTER SPECIFIC PLAN
HYDROLOGY AND WATER QUALITY TECHNICAL REPORT 45
Appendix B: Orange County Rational Method Calculations – Proposed (Ultimate) Condition
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED A - 10-YR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCPRA10.DAT
TIME/DATE OF STUDY: 20:27 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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 20.0 10.0 0.018/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 275.00
ELEVATION DATA: UPSTREAM(FEET) = 73.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.312
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.543
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.10 0.40 0.500 32 11.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 2.32
TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 2.32
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 176.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.00 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 12.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.89
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70
STREET FLOW TRAVEL TIME(MIN.) = 1.55 Tc(MIN.) = 12.86
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.362
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.70 0.40 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.36
EFFECTIVE AREA(ACRES) = 1.80 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 3.50
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 12.94 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 0.75 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 451.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 71.00 DOWNSTREAM ELEVATION(FEET) = 70.00 STREET LENGTH(FEET) = 216.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.42
HALFSTREET FLOOD WIDTH(FEET) = 14.58
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.89
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79
STREET FLOW TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 14.77
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.182
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.47
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 4.68
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.17 FLOW VELOCITY(FEET/SEC.) = 1.94 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 70.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 214.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.45
HALFSTREET FLOOD WIDTH(FEET) = 15.99
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.01
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.90
STREET FLOW TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 16.54
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.045
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 32
CONDOMINIUMS B 0.50 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.39
EFFECTIVE AREA(ACRES) = 3.40 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.39 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 5.75
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.40 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 68.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.60 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.50
HALFSTREET FLOOD WIDTH(FEET) = 18.51
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93
STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 19.23
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.876
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 1.71
EFFECTIVE AREA(ACRES) = 4.50 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 6.94
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.50 HALFSTREET FLOOD WIDTH(FEET) = 19.03 FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) = 0.95 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.10 TO NODE 105.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 362.00
ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.748
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.618
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 1.00 0.40 0.350 32 10.75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 2.23
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.23
**************************************************************************** FLOW PROCESS FROM NODE 105.20 TO NODE 105.30 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 483.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 16.51
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.38
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.09
STREET FLOW TRAVEL TIME(MIN.) = 3.38 Tc(MIN.) = 14.13
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.238
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 2.30 0.40 0.350 32
CONDOMINIUMS B 1.90 0.30 0.350 56
URBAN GOOD COVER
"TURF" B 0.60 0.30 1.000 58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.431
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 9.04
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 10.93
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 21.14 FLOW VELOCITY(FEET/SEC.) = 2.67 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 483.0 FT WITH ELEVATION-DROP = 3.0 FT, IS 10.1 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 105.30 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.30 = 845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.30 TO NODE 105.40 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 67.60 STREET LENGTH(FEET) = 585.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.94 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.76
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.01
STREET FLOW TRAVEL TIME(MIN.) = 5.53 Tc(MIN.) = 19.66
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.852
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 5.90 0.30 0.350 56
URBAN GOOD COVER
"TURF" B 0.50 0.30 1.000 58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.401
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 9.98
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 18.89
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.60 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) = 1.13 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.40 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.40 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 64.00 DOWNSTREAM(FEET) = 63.90 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.07
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.89
PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 19.89
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 18.89 19.89 1.840 0.32( 0.13) 0.41 12.2 105.10
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 6.94 19.23 1.876 0.36( 0.16) 0.45 4.5 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 25.59 19.23 1.876 0.34( 0.14) 0.42 16.3 100.00
2 25.68 19.89 1.840 0.33( 0.14) 0.42 16.7 105.10
TOTAL AREA(ACRES) = 16.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 25.68 Tc(MIN.) = 19.887
EFFECTIVE AREA(ACRES) = 16.70 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 16.7
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.90 DOWNSTREAM(FEET) = 63.60 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.79
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.68
PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 20.94
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 106.00 = 1725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.94
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.787
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.70 0.40 0.350 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.20 0.40 0.500 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.445
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 2.80
EFFECTIVE AREA(ACRES) = 18.60 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 18.6 PEAK FLOW RATE(CFS) = 27.54
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.84
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.54
PIPE TRAVEL TIME(MIN.) = 1.45 Tc(MIN.) = 22.39
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2059.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.90
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 27.54
PIPE TRAVEL TIME(MIN.) = 1.43 Tc(MIN.) = 23.82
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2393.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 23.82
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.660
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.10 0.40 0.350 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.70 0.40 0.500 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.20 0.30 0.500 56
COMMERCIAL A 0.80 0.40 0.100 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.372
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 5.18
EFFECTIVE AREA(ACRES) = 22.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 22.4 PEAK FLOW RATE(CFS) = 30.59
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.20 DOWNSTREAM(FEET) = 62.50 FLOW LENGTH(FEET) = 467.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.29
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.59
PIPE TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 25.63
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 108.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 25.63
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.591
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 5.00 0.40 0.350 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 6.53
EFFECTIVE AREA(ACRES) = 27.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 27.4 PEAK FLOW RATE(CFS) = 35.74
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 35.79 24.98 1.615 0.35( 0.14) 0.40 27.0 100.00
2 35.74 25.63 1.591 0.35( 0.14) 0.40 27.4 105.10
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 35.79 Tc(MIN.) = 24.98
AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 EFFECTIVE AREA(ACRES) = 26.99
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 24.98
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.615
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 32
CONDOMINIUMS B 1.20 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 2.69
EFFECTIVE AREA(ACRES) = 28.99 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 29.4 PEAK FLOW RATE(CFS) = 38.48
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 62.20 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 33.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.41
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.48
PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 25.78
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 109.00 = 3073.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 25.78
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.586
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 3.20 0.40 0.350 32
URBAN GOOD COVER
"TURF" A 1.20 0.40 1.000 33
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.527
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 5.45
EFFECTIVE AREA(ACRES) = 33.39 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 33.8 PEAK FLOW RATE(CFS) = 43.17
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.20 DOWNSTREAM(FEET) = 62.00 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.44
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 43.17
PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 26.79
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 110.00 = 3280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<
============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 18.94(CFS)
USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 17.60(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 18.94 AREA(AC.) = 17.60 * SUMMED DATA: FLOW(CFS) = 62.11 TOTAL AREA(ACRES) = 51.40 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 60.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 647.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 6.00
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.496
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 13.90 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.50 0.40 0.500 32
NATURAL POOR COVER
"BARREN" A 1.30 0.40 1.000 78
RESIDENTIAL
"8-10 DWELLINGS/ACRE" A 0.70 0.40 0.400 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 74.90
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.10 AVERAGE FLOW DEPTH(FEET) = 2.03 TRAVEL TIME(MIN.) = 1.77 Tc(MIN.) = 28.55
SUBAREA AREA(ACRES) = 20.40 SUBAREA RUNOFF(CFS) = 25.58 EFFECTIVE AREA(ACRES) = 53.79 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 54.2 PEAK FLOW RATE(CFS) = 66.04
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 2.18 FLOW VELOCITY(FEET/SEC.) = 6.31
* TOTAL SOURCE FLOW(CFS) = 18.94
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 111.00 = 3927.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 54.2 TC(MIN.) = 28.55
EFFECTIVE AREA(ACRES) = 53.79 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.355 PEAK FLOW RATE(CFS) = 66.04
* CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 18.94 AREA(AC.) = 17.6 * SUMMED DATA: FLOW(CFS) = 84.98 TOTAL AREA(ACRES) = 71.8 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 66.04 28.55 1.496 0.37( 0.13) 0.35 53.8 100.00 18.9
2 65.58 29.22 1.476 0.37( 0.13) 0.36 54.2 105.10 0.0
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED F - 10 YR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCPRF10.DAT
TIME/DATE OF STUDY: 19:16 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00
ELEVATION DATA: UPSTREAM(FEET) = 69.00 DOWNSTREAM(FEET) = 68.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.537
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.648
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 0.10 0.40 0.350 32 10.54
NATURAL POOR COVER
"BARREN" A 0.60 0.40 1.000 78 15.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.907
SUBAREA RUNOFF(CFS) = 1.44
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.44
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.263
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 32
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 78
CONDOMINIUMS B 0.10 0.30 0.350 56
NATURAL POOR COVER
"BARREN" B 0.30 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.35
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.711
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.26
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.00 AVERAGE FLOW DEPTH(FEET) = 0.37 TRAVEL TIME(MIN.) = 3.33 Tc(MIN.) = 13.86
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 1.63
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 2.83
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.42 FLOW VELOCITY(FEET/SEC.) = 1.09
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.956
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 32
CONDOMINIUMS B 0.60 0.30 0.350 56
NATURAL POOR COVER
"BARREN" B 0.40 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.550
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.87
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.20 AVERAGE FLOW DEPTH(FEET) = 0.50 TRAVEL TIME(MIN.) = 4.01 Tc(MIN.) = 17.88
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.09
EFFECTIVE AREA(ACRES) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 4.47
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 1.26
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.88
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.956
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 12.90 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 21.49 EFFECTIVE AREA(ACRES) = 15.80 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = 25.97
**************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.54
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.97
PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 18.58
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 18.58
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.914
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 2.90 0.40 0.350 32
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.277
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 6.66
EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 32.03
**************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.03
PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 19.74
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1291.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.74
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.848
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 3.90 0.30 0.350 56
NATURAL POOR COVER
"BARREN" B 1.60 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.539
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 8.35
EFFECTIVE AREA(ACRES) = 25.40 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 25.4 PEAK FLOW RATE(CFS) = 39.20
**************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 568.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.55
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 39.20
PIPE TRAVEL TIME(MIN.) = 1.71 Tc(MIN.) = 21.45
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.00 = 1859.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.45
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.762
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 5.70 0.40 0.350 32
COMMERCIAL B 0.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.316
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 9.73
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 32.0 PEAK FLOW RATE(CFS) = 46.96
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 32.0 TC(MIN.) = 21.45
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.397 PEAK FLOW RATE(CFS) = 46.96
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED G - 10-YEAR STORM - AMC II *
* SAB *
************************************************************************** FILE NAME: STCPRG10.DAT
TIME/DATE OF STUDY: 18:51 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00
ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 68.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.572
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.643
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 0.90 0.40 0.350 32 10.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 2.03
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.03
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 172.00 MANNING'S N = 0.013
ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000
DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.46
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.03
PIPE TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 11.74
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 492.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.74
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.490
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.30 0.40 0.350 32
NATURAL POOR COVER
"BARREN" A 0.10 0.40 1.000 78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.396
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 2.94
EFFECTIVE AREA(ACRES) = 2.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 4.84
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 292.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.49
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.84
PIPE TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 13.13
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.13
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.335
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 3.00 0.40 0.350 32
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.391
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 6.27
EFFECTIVE AREA(ACRES) = 5.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 10.79
**************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.24
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.79
PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.61
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.61
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.287
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 32
CONDOMINIUMS B 7.40 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 16.08
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 13.7 PEAK FLOW RATE(CFS) = 26.64
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.55
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.64
PIPE TRAVEL TIME(MIN.) = 3.08 Tc(MIN.) = 16.69
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 705.00 = 1746.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 13.7 TC(MIN.) = 16.69
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.364 PEAK FLOW RATE(CFS) = 26.64
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - PROPOSED CONDITION * * WATERSHED H - 10-YEAR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCPRH10.DAT
TIME/DATE OF STUDY: 19:44 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.00
ELEVATION DATA: UPSTREAM(FEET) = 74.50 DOWNSTREAM(FEET) = 73.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.273
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 2.427
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 1.50 0.40 0.350 32 12.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 3.09
TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 3.09
**************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0020
STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.72 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.54
HALFSTREET FLOOD WIDTH(FEET) = 20.08
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.46
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79
STREET FLOW TRAVEL TIME(MIN.) = 5.81 Tc(MIN.) = 18.08
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.944
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.40 0.40 0.350 32
CONDOMINIUMS B 1.80 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 5.25
EFFECTIVE AREA(ACRES) = 4.70 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = 7.69
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.59 HALFSTREET FLOOD WIDTH(FEET) = 22.82 FLOW VELOCITY(FEET/SEC.) = 1.56 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 936.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.75 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.65
HALFSTREET FLOOD WIDTH(FEET) = 26.48
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.29
STREET FLOW TRAVEL TIME(MIN.) = 7.89 Tc(MIN.) = 25.97
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.579
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 7.60 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 10.09
EFFECTIVE AREA(ACRES) = 12.30 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 12.3 PEAK FLOW RATE(CFS) = 16.23
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.70 HALFSTREET FLOOD WIDTH(FEET) = 30.74 FLOW VELOCITY(FEET/SEC.) = 2.09 DEPTH*VELOCITY(FT*FT/SEC.) = 1.46 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 1816.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 367.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.62 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 35.88
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.18
SPLIT DEPTH(FEET) = 0.35 SPLIT FLOOD WIDTH(FEET) = 9.45 SPLIT FLOW(CFS) = 1.27 SPLIT VELOCITY(FEET/SEC.) = 1.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 35.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 28.77
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.489
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 8.40 0.30 0.350 56
URBAN GOOD COVER
"TURF" B 0.30 0.30 1.000 58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.372
SUBAREA AREA(ACRES) = 8.70 SUBAREA RUNOFF(CFS) = 10.79
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 21.0 PEAK FLOW RATE(CFS) = 26.02
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 35.88 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 367.0 FT WITH ELEVATION-DROP = 1.0 FT, IS 18.0 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 804.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 2183.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 21.0 TC(MIN.) = 28.77
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR)= 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.359 PEAK FLOW RATE(CFS) = 26.02
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED A - 25-YR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCPRA25.DAT
TIME/DATE OF STUDY: 20:32 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *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 20.0 10.0 0.018/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 275.00
ELEVATION DATA: UPSTREAM(FEET) = 73.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.312
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.039
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.10 0.40 0.500 32 11.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 2.81
TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 2.81
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 176.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.39
HALFSTREET FLOOD WIDTH(FEET) = 13.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.77
STREET FLOW TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 12.79
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.834
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.70 0.40 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.66
EFFECTIVE AREA(ACRES) = 1.80 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.27
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.99 FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 451.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 71.00 DOWNSTREAM ELEVATION(FEET) = 70.00 STREET LENGTH(FEET) = 216.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.16 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.44
HALFSTREET FLOOD WIDTH(FEET) = 15.75
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.99
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88
STREET FLOW TRAVEL TIME(MIN.) = 1.81 Tc(MIN.) = 14.61
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.630
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.79
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 5.73
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.40 FLOW VELOCITY(FEET/SEC.) = 2.04 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 70.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 214.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.58 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 17.28
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.12
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00
STREET FLOW TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 16.29
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.472
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 32
CONDOMINIUMS B 0.50 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.69
EFFECTIVE AREA(ACRES) = 3.40 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.39 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 7.05
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.48 HALFSTREET FLOOD WIDTH(FEET) = 17.80 FLOW VELOCITY(FEET/SEC.) = 2.15 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 68.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.11 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.53 FLOOD WIDTH(FEET) = 21.31
FULL HALF-STREET VELOCITY(FEET/SEC.) = 1.95
SPLIT DEPTH(FEET) = 0.16 SPLIT FLOOD WIDTH(FEET) = 1.53 SPLIT FLOW(CFS) = 0.04 SPLIT VELOCITY(FEET/SEC.) = 0.25 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.53
HALFSTREET FLOOD WIDTH(FEET) = 21.31
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.95
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.03
STREET FLOW TRAVEL TIME(MIN.) = 2.56 Tc(MIN.) = 18.85
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.276
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.10 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.10
EFFECTIVE AREA(ACRES) = 4.50 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 8.56
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 1.03 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.10 TO NODE 105.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 362.00
ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.748
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.128
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 1.00 0.40 0.350 32 10.75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 2.69
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 2.69
**************************************************************************** FLOW PROCESS FROM NODE 105.20 TO NODE 105.30 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 483.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.21 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.48
HALFSTREET FLOOD WIDTH(FEET) = 17.86
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.48
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.20
STREET FLOW TRAVEL TIME(MIN.) = 3.24 Tc(MIN.) = 13.99
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.694
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 2.30 0.40 0.350 32
CONDOMINIUMS B 1.90 0.30 0.350 56
URBAN GOOD COVER
"TURF" B 0.60 0.30 1.000 58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.431
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 11.01
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 13.31
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 2.66 DEPTH*VELOCITY(FT*FT/SEC.) = 1.40 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 483.0 FT WITH ELEVATION-DROP = 3.0 FT, IS 12.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 105.30 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.30 = 845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.30 TO NODE 105.40 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 67.60 STREET LENGTH(FEET) = 585.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.49 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.60
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.91
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15
STREET FLOW TRAVEL TIME(MIN.) = 5.11 Tc(MIN.) = 19.10
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.259
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 5.90 0.30 0.350 56
URBAN GOOD COVER
"TURF" B 0.50 0.30 1.000 58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.401
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 12.32
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 23.36
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.63 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 2.05 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.40 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.40 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 64.00 DOWNSTREAM(FEET) = 63.90 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.30
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.36
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 19.31
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 23.36 19.31 2.245 0.32( 0.13) 0.41 12.2 105.10
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 8.56 18.85 2.276 0.36( 0.16) 0.45 4.5 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 31.69 18.85 2.276 0.34( 0.14) 0.42 16.4 100.00 0.0
2 31.79 19.31 2.245 0.33( 0.14) 0.42 16.7 105.10 18.9
TOTAL AREA(ACRES) = 16.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 31.79 Tc(MIN.) = 19.311
EFFECTIVE AREA(ACRES) = 16.70 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 16.7
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.90 DOWNSTREAM(FEET) = 63.60 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.99
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.79
PIPE TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) = 20.31
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 106.00 = 1725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.31
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.182
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.70 0.40 0.350 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.20 0.40 0.500 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.00 0.30 0.500 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.445
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 3.47
EFFECTIVE AREA(ACRES) = 18.60 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 18.6 PEAK FLOW RATE(CFS) = 34.15
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.04
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.15
PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 21.69
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2059.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.83
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 34.15
PIPE TRAVEL TIME(MIN.) = 1.15 Tc(MIN.) = 22.84
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2393.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 22.84
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.041
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.10 0.40 0.350 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.70 0.40 0.500 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.20 0.30 0.500 56
COMMERCIAL A 0.80 0.40 0.100 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.372
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 6.48
EFFECTIVE AREA(ACRES) = 22.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 22.4 PEAK FLOW RATE(CFS) = 38.29
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.20 DOWNSTREAM(FEET) = 62.50 FLOW LENGTH(FEET) = 467.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.52
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.29
PIPE TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 24.56
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 108.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 24.56
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.959
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 5.00 0.40 0.350 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 8.19
EFFECTIVE AREA(ACRES) = 27.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 27.4 PEAK FLOW RATE(CFS) = 44.82
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 44.85 24.11 1.980 0.35( 0.14) 0.40 27.1 100.00 0.0
2 44.82 24.56 1.959 0.35( 0.14) 0.40 27.4 105.10 18.9
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 44.85 Tc(MIN.) = 24.11
AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 EFFECTIVE AREA(ACRES) = 27.11
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 24.11
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.980
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 32
CONDOMINIUMS B 1.20 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 3.35
EFFECTIVE AREA(ACRES) = 29.11 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 29.4 PEAK FLOW RATE(CFS) = 48.20
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 62.20 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.63
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.20
PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 24.87
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 109.00 = 3073.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 24.87
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.945
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 3.20 0.40 0.350 32
URBAN GOOD COVER
"TURF" A 1.20 0.40 1.000 33
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.527
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 6.87
EFFECTIVE AREA(ACRES) = 33.51 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 33.8 PEAK FLOW RATE(CFS) = 54.16
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.20 DOWNSTREAM(FEET) = 62.00 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.31
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 54.16
PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 25.67
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 110.00 = 3280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<
============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 23.67(CFS)
USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 17.60(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 23.67 AREA(AC.) = 17.60 * SUMMED DATA: FLOW(CFS) = 77.83 TOTAL AREA(ACRES) = 51.40 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 60.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 647.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 6.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.844
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 13.90 0.40 0.100 32
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.50 0.40 0.500 32
NATURAL POOR COVER
"BARREN" A 1.30 0.40 1.000 78
RESIDENTIAL
"8-10 DWELLINGS/ACRE" A 0.70 0.40 0.400 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 93.82
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.48 AVERAGE FLOW DEPTH(FEET) = 2.30 TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 27.34
SUBAREA AREA(ACRES) = 20.40 SUBAREA RUNOFF(CFS) = 31.98 EFFECTIVE AREA(ACRES) = 53.91 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 54.2 PEAK FLOW RATE(CFS) = 83.08
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 2.47 FLOW VELOCITY(FEET/SEC.) = 6.69
* TOTAL SOURCE FLOW(CFS) = 23.67
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 111.00 = 3927.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 54.2 TC(MIN.) = 27.34
EFFECTIVE AREA(ACRES) = 53.91 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.355 PEAK FLOW RATE(CFS) = 83.08
* CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 23.67 AREA(AC.) = 17.6 * SUMMED DATA: FLOW(CFS) = 106.75 TOTAL AREA(ACRES) = 71.8 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 83.08 27.34 1.844 0.37( 0.13) 0.35 53.9 100.00 23.7
2 82.69 27.80 1.827 0.37( 0.13) 0.36 54.2 105.10 18.9
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED F - 25-YR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCPRF25.DAT
TIME/DATE OF STUDY: 19:21 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00
ELEVATION DATA: UPSTREAM(FEET) = 69.00 DOWNSTREAM(FEET) = 68.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.537
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.163
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 0.10 0.40 0.350 32 10.54
NATURAL POOR COVER
"BARREN" A 0.60 0.40 1.000 78 15.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.907
SUBAREA RUNOFF(CFS) = 1.76
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 1.76
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.732
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 32
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 78
CONDOMINIUMS B 0.10 0.30 0.350 56
NATURAL POOR COVER
"BARREN" B 0.30 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.35
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.711
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.77
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.07 AVERAGE FLOW DEPTH(FEET) = 0.41 TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 13.65
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.01
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 3.51
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.47 FLOW VELOCITY(FEET/SEC.) = 1.16
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.381
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 32
CONDOMINIUMS B 0.60 0.30 0.350 56
NATURAL POOR COVER
"BARREN" B 0.40 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.550
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.80
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.28 AVERAGE FLOW DEPTH(FEET) = 0.56 TRAVEL TIME(MIN.) = 3.76 Tc(MIN.) = 17.41
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 2.58
EFFECTIVE AREA(ACRES) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 5.58
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.61 FLOW VELOCITY(FEET/SEC.) = 1.35
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.41
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.381
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 12.90 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 26.42 EFFECTIVE AREA(ACRES) = 15.80 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = 32.01
**************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.01
PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 18.07
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 18.07
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.331
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 2.90 0.40 0.350 32
COMMERCIAL B 1.20 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.277
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 8.20
EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 39.50
**************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 31.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.04
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.50
PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 19.18
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1291.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.18
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.254
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 3.90 0.30 0.350 56
NATURAL POOR COVER
"BARREN" B 1.60 0.30 1.000 86
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.539
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 10.36
EFFECTIVE AREA(ACRES) = 25.40 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 25.4 PEAK FLOW RATE(CFS) = 48.48
**************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 568.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.86
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 48.48
PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 20.56
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.00 = 1859.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 20.56
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.167
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 5.70 0.40 0.350 32
COMMERCIAL B 0.90 0.30 0.100 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.316
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 12.13
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 32.0 PEAK FLOW RATE(CFS) = 58.62
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 32.0 TC(MIN.) = 20.56
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.397 PEAK FLOW RATE(CFS) = 58.62
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED G - 25-YEAR STORM - AMC II *
* SAB *
************************************************************************** FILE NAME: STCPRG25.DAT
TIME/DATE OF STUDY: 18:55 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00
ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 68.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.572
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.157
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 0.90 0.40 0.350 32 10.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 2.44
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 2.44
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 172.00 MANNING'S N = 0.013
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.) = 2.58
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.44
PIPE TRAVEL TIME(MIN.) = 1.11 Tc(MIN.) = 11.68
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 492.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.68
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.984
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.30 0.40 0.350 32
NATURAL POOR COVER
"BARREN" A 0.10 0.40 1.000 78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.396
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.56
EFFECTIVE AREA(ACRES) = 2.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 5.86
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 292.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.72
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.86
PIPE TRAVEL TIME(MIN.) = 1.31 Tc(MIN.) = 12.99
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.99
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.810
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 3.00 0.40 0.350 32
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 78
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.391
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 7.64
EFFECTIVE AREA(ACRES) = 5.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 13.14
**************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.51
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.14
PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 13.44
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.44
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.756
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 32
CONDOMINIUMS B 7.40 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 19.54
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 13.7 PEAK FLOW RATE(CFS) = 32.42
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.42
PIPE TRAVEL TIME(MIN.) = 2.92 Tc(MIN.) = 16.36
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 705.00 = 1746.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 13.7 TC(MIN.) = 16.36
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.364 PEAK FLOW RATE(CFS) = 32.42
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - PROPOSED CONDITION * * WATERSHED H - 25-YEAR STORM EVENT - AMC II *
* SAB *
************************************************************************** FILE NAME: STCPRH25.DAT
TIME/DATE OF STUDY: 19:47 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 25.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.00
ELEVATION DATA: UPSTREAM(FEET) = 74.50 DOWNSTREAM(FEET) = 73.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.273
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.902
SUBAREA Tc AND LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 1.50 0.40 0.350 32 12.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 3.73
TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 3.73
**************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0020
STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.57
HALFSTREET FLOOD WIDTH(FEET) = 21.84
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.53
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88
STREET FLOW TRAVEL TIME(MIN.) = 5.55 Tc(MIN.) = 17.82
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.349
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.40 0.40 0.350 32
CONDOMINIUMS B 1.80 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 6.42
EFFECTIVE AREA(ACRES) = 4.70 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = 9.40
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 24.86 FLOW VELOCITY(FEET/SEC.) = 1.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.02 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 936.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.64 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.69
HALFSTREET FLOOD WIDTH(FEET) = 29.96
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.07
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.43
STREET FLOW TRAVEL TIME(MIN.) = 7.53 Tc(MIN.) = 25.35
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.925
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 7.60 0.30 0.350 56
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 12.45
EFFECTIVE AREA(ACRES) = 12.30 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 12.3 PEAK FLOW RATE(CFS) = 20.05
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 35.55 FLOW VELOCITY(FEET/SEC.) = 2.17 DEPTH*VELOCITY(FT*FT/SEC.) = 1.61 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 936.0 FT WITH ELEVATION-DROP = 2.5 FT, IS 15.2 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 803.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 1816.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 367.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.71 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 35.88
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.18
SPLIT DEPTH(FEET) = 0.54 SPLIT FLOOD WIDTH(FEET) = 19.73 SPLIT FLOW(CFS) = 6.37 SPLIT VELOCITY(FEET/SEC.) = 1.68 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 35.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 28.16
* 25 YEAR RAINFALL INTENSITY(INCH/HR) = 1.814
SUBAREA LOSS RATE DATA(AMC II):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 8.40 0.30 0.350 56
URBAN GOOD COVER
"TURF" B 0.30 0.30 1.000 58
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.372
SUBAREA AREA(ACRES) = 8.70 SUBAREA RUNOFF(CFS) = 13.33
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 21.0 PEAK FLOW RATE(CFS) = 32.15
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 35.88 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 367.0 FT WITH ELEVATION-DROP = 1.0 FT, IS 21.6 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 804.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 2183.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 21.0 TC(MIN.) = 28.16
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR)= 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.359 PEAK FLOW RATE(CFS) = 32.15
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED A - 100-YR STORM EVENT - AMC III *
* SAB *
************************************************************************** FILE NAME: STCPA100.DAT
TIME/DATE OF STUDY: 20:43 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *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 20.0 10.0 0.018/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 275.00
ELEVATION DATA: UPSTREAM(FEET) = 73.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.312
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.875
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.10 0.40 0.500 52 11.31
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 3.64
TOTAL AREA(ACRES) = 1.10 PEAK FLOW RATE(CFS) = 3.64
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 71.00 STREET LENGTH(FEET) = 176.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0100 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 12.41
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.86
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.07
STREET FLOW TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 12.34
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.687
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.70 0.40 0.500 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.20
EFFECTIVE AREA(ACRES) = 1.80 AREA-AVERAGED Fm(INCH/HR) = 0.20 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 5.65
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.29 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.18 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 451.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 71.00 DOWNSTREAM ELEVATION(FEET) = 70.00 STREET LENGTH(FEET) = 216.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0100 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.86 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 14.99
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.90
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.23
STREET FLOW TRAVEL TIME(MIN.) = 1.24 Tc(MIN.) = 13.58
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.490
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.41
EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR) = 0.18 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 2.6 PEAK FLOW RATE(CFS) = 7.74
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.75 FLOW VELOCITY(FEET/SEC.) = 2.98 DEPTH*VELOCITY(FT*FT/SEC.) = 1.31 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 667.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 70.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 214.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0100 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.46
HALFSTREET FLOOD WIDTH(FEET) = 16.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.09
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.42
STREET FLOW TRAVEL TIME(MIN.) = 1.16 Tc(MIN.) = 14.74
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.330
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 52
CONDOMINIUMS B 0.50 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.31
EFFECTIVE AREA(ACRES) = 3.40 AREA-AVERAGED Fm(INCH/HR) = 0.17 AREA-AVERAGED Fp(INCH/HR) = 0.39 AREA-AVERAGED Ap = 0.43 TOTAL AREA(ACRES) = 3.4 PEAK FLOW RATE(CFS) = 9.68
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 17.16 FLOW VELOCITY(FEET/SEC.) = 3.16 DEPTH*VELOCITY(FT*FT/SEC.) = 1.48 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 68.00 STREET LENGTH(FEET) = 300.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0100 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.15 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.51
HALFSTREET FLOOD WIDTH(FEET) = 20.08
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.87
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.48
STREET FLOW TRAVEL TIME(MIN.) = 1.74 Tc(MIN.) = 16.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.124
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.10 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 2.94
EFFECTIVE AREA(ACRES) = 4.50 AREA-AVERAGED Fm(INCH/HR) = 0.16 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.45 TOTAL AREA(ACRES) = 4.5 PEAK FLOW RATE(CFS) = 11.99
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.52 HALFSTREET FLOOD WIDTH(FEET) = 21.14 FLOW VELOCITY(FEET/SEC.) = 2.93 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.10 TO NODE 105.20 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 362.00
ELEVATION DATA: UPSTREAM(FEET) = 74.00 DOWNSTREAM(FEET) = 72.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.748
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.991
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 1.00 0.40 0.350 52 10.75
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 3.47
TOTAL AREA(ACRES) = 1.00 PEAK FLOW RATE(CFS) = 3.47
**************************************************************************** FLOW PROCESS FROM NODE 105.20 TO NODE 105.30 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 72.00 DOWNSTREAM ELEVATION(FEET) = 69.00 STREET LENGTH(FEET) = 483.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0100 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.47
HALFSTREET FLOOD WIDTH(FEET) = 16.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.63
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.69
STREET FLOW TRAVEL TIME(MIN.) = 2.22 Tc(MIN.) = 12.96
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.584
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 2.30 0.40 0.350 52
CONDOMINIUMS B 1.90 0.30 0.350 76
URBAN GOOD COVER
"TURF" B 0.60 0.30 1.000 77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.431
SUBAREA AREA(ACRES) = 4.80 SUBAREA RUNOFF(CFS) = 14.85
EFFECTIVE AREA(ACRES) = 5.80 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 5.8 PEAK FLOW RATE(CFS) = 17.95
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 21.31 FLOW VELOCITY(FEET/SEC.) = 4.00 DEPTH*VELOCITY(FT*FT/SEC.) = 2.10 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 483.0 FT WITH ELEVATION-DROP = 3.0 FT, IS 15.7 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 105.30 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.30 = 845.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.30 TO NODE 105.40 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 69.00 DOWNSTREAM ELEVATION(FEET) = 67.60 STREET LENGTH(FEET) = 585.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 20.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 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) = 0.0100 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.62 ***STREET FLOWING FULL***
STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.59
HALFSTREET FLOOD WIDTH(FEET) = 20.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.77
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.63
STREET FLOW TRAVEL TIME(MIN.) = 3.53 Tc(MIN.) = 16.49
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.123
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 5.90 0.30 0.350 76
URBAN GOOD COVER
"TURF" B 0.50 0.30 1.000 77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.401
SUBAREA AREA(ACRES) = 6.40 SUBAREA RUNOFF(CFS) = 17.30
EFFECTIVE AREA(ACRES) = 12.20 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 12.2 PEAK FLOW RATE(CFS) = 32.84
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.62 HALFSTREET FLOOD WIDTH(FEET) = 20.00 FLOW VELOCITY(FEET/SEC.) = 3.00 DEPTH*VELOCITY(FT*FT/SEC.) = 1.87 LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.40 = 1430.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.40 TO NODE 105.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 64.00 DOWNSTREAM(FEET) = 63.90 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 31.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.59
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.84
PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 16.69
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 32.84 16.69 3.101 0.32( 0.13) 0.41 12.2 105.10
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 11.99 16.48 3.124 0.36( 0.16) 0.45 4.5 100.00
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1181.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 44.67 16.48 3.124 0.33( 0.14) 0.42 16.5 100.00 0.0
2 44.74 16.69 3.101 0.33( 0.14) 0.42 16.7 105.10 62.1
TOTAL AREA(ACRES) = 16.7
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:
PEAK FLOW RATE(CFS) = 44.74 Tc(MIN.) = 16.689
EFFECTIVE AREA(ACRES) = 16.70 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 16.7
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 105.00 = 1485.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.90 DOWNSTREAM(FEET) = 63.60 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.35
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.74
PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 17.61
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 106.00 = 1725.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.61
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.008
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.70 0.40 0.350 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 0.20 0.40 0.500 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 1.00 0.30 0.500 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.445
SUBAREA AREA(ACRES) = 1.90 SUBAREA RUNOFF(CFS) = 4.88
EFFECTIVE AREA(ACRES) = 18.60 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 18.6 PEAK FLOW RATE(CFS) = 47.98
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.40
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.98
PIPE TRAVEL TIME(MIN.) = 1.27 Tc(MIN.) = 18.87
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2059.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.60 DOWNSTREAM(FEET) = 63.20 FLOW LENGTH(FEET) = 334.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.79
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 47.98
PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 19.69
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 107.00 = 2393.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.69
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.821
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.10 0.40 0.350 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 1.70 0.40 0.500 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" B 0.20 0.30 0.500 76
COMMERCIAL A 0.80 0.40 0.100 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.372
SUBAREA AREA(ACRES) = 3.80 SUBAREA RUNOFF(CFS) = 9.15
EFFECTIVE AREA(ACRES) = 22.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.34 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 22.4 PEAK FLOW RATE(CFS) = 54.00
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 63.20 DOWNSTREAM(FEET) = 62.50 FLOW LENGTH(FEET) = 467.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 51.0 INCH PIPE IS 36.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.92
ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 54.00
PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 21.27
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 108.00 = 2860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.27
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.699
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 5.00 0.40 0.350 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 5.00 SUBAREA RUNOFF(CFS) = 11.51
EFFECTIVE AREA(ACRES) = 27.40 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 27.4 PEAK FLOW RATE(CFS) = 63.05
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 63.07 21.06 2.714 0.35( 0.14) 0.40 27.2 100.00 0.0
2 63.05 21.27 2.699 0.35( 0.14) 0.40 27.4 105.10 62.1
NEW PEAK FLOW DATA ARE:
PEAK FLOW RATE(CFS) = 63.07 Tc(MIN.) = 21.06
AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 EFFECTIVE AREA(ACRES) = 27.25
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.06
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.714
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 52
CONDOMINIUMS B 1.20 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.67
EFFECTIVE AREA(ACRES) = 29.25 AREA-AVERAGED Fm(INCH/HR) = 0.14 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 29.4 PEAK FLOW RATE(CFS) = 67.74
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.50 DOWNSTREAM(FEET) = 62.20 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 54.0 INCH PIPE IS 42.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.02
ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 67.74
PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 21.77
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 109.00 = 3073.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 21.77
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.663
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 3.20 0.40 0.350 52
URBAN GOOD COVER
"TURF" A 1.20 0.40 1.000 53
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.527
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 9.71
EFFECTIVE AREA(ACRES) = 33.65 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 33.8 PEAK FLOW RATE(CFS) = 76.11
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.20 DOWNSTREAM(FEET) = 62.00 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.06
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 76.11
PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 22.34
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 110.00 = 3280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 16 ---------------------------------------------------------------------------- >>>>>USER SPECIFIED CONSTANT SOURCE FLOW AT NODE<<<<<
============================================================================ USER-SPECIFIED CONSTANT SOURCE FLOW = 38.41(CFS)
USER-SPECIFIED AREA ASSOCIATED TO SOURCE FLOW = 17.60(ACRES) * CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 38.41 AREA(AC.) = 17.60 * SUMMED DATA: FLOW(CFS) = 114.52 TOTAL AREA(ACRES) = 51.40 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 62.00 DOWNSTREAM(FEET) = 60.20 CHANNEL LENGTH THRU SUBAREA(FEET) = 647.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 4.00 "Z" FACTOR = 1.000
MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 6.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.528
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 13.90 0.40 0.100 52
RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.50 0.40 0.500 52
NATURAL POOR COVER
"BARREN" A 1.30 0.40 1.000 93
RESIDENTIAL
"8-10 DWELLINGS/ACRE" A 0.70 0.40 0.400 52
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.256
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 136.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.15 AVERAGE FLOW DEPTH(FEET) = 2.81 TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 23.85
SUBAREA AREA(ACRES) = 20.40 SUBAREA RUNOFF(CFS) = 44.53 EFFECTIVE AREA(ACRES) = 54.05 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 54.2 PEAK FLOW RATE(CFS) = 116.54
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 3.00 FLOW VELOCITY(FEET/SEC.) = 7.39
* TOTAL SOURCE FLOW(CFS) = 38.41
LONGEST FLOWPATH FROM NODE 105.10 TO NODE 111.00 = 3927.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 54.2 TC(MIN.) = 23.85
EFFECTIVE AREA(ACRES) = 54.05 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.355 PEAK FLOW RATE(CFS) = 116.54
* CUMULATIVE SOURCE FLOW DATA: FLOW(CFS) = 38.41 AREA(AC.) = 17.6 * SUMMED DATA: FLOW(CFS) = 154.95 TOTAL AREA(ACRES) = 71.8 ** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER SOURCE
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE FLOW 1 116.54 23.85 2.528 0.37( 0.13) 0.35 54.0 100.00 38.4
2 116.26 24.06 2.515 0.37( 0.13) 0.36 54.2 105.10 62.1
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED F - 100-YR STORM EVENT - AMC III *
* SAB *
************************************************************************** FILE NAME: STCPF100.DAT
TIME/DATE OF STUDY: 19:23 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 278.00
ELEVATION DATA: UPSTREAM(FEET) = 69.00 DOWNSTREAM(FEET) = 68.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.537
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.036
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 0.10 0.40 0.350 52 10.54
NATURAL POOR COVER
"BARREN" A 0.60 0.40 1.000 93 15.37
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.907
SUBAREA RUNOFF(CFS) = 2.31
TOTAL AREA(ACRES) = 0.70 PEAK FLOW RATE(CFS) = 2.31
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 200.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.518
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 52
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 93
CONDOMINIUMS B 0.10 0.30 0.350 76
NATURAL POOR COVER
"BARREN" B 0.30 0.30 1.000 97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.35
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.711
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.64
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.17 AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 2.85 Tc(MIN.) = 13.39
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.65
EFFECTIVE AREA(ACRES) = 1.60 AREA-AVERAGED Fm(INCH/HR) = 0.30 AREA-AVERAGED Fp(INCH/HR) = 0.37 AREA-AVERAGED Ap = 0.80 TOTAL AREA(ACRES) = 1.6 PEAK FLOW RATE(CFS) = 4.64
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.55 FLOW VELOCITY(FEET/SEC.) = 1.26
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ CHANNEL LENGTH THRU SUBAREA(FEET) = 288.00
REPRESENTATIVE CHANNEL SLOPE = 0.0020
CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 3.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.00
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.086
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.30 0.40 0.350 52
CONDOMINIUMS B 0.60 0.30 0.350 76
NATURAL POOR COVER
"BARREN" B 0.40 0.30 1.000 97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.550
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.34
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.39 AVERAGE FLOW DEPTH(FEET) = 0.65 TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 16.83
SUBAREA AREA(ACRES) = 1.30 SUBAREA RUNOFF(CFS) = 3.41
EFFECTIVE AREA(ACRES) = 2.90 AREA-AVERAGED Fm(INCH/HR) = 0.24 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.69 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 7.42
END OF SUBAREA CHANNEL FLOW HYDRAULICS:
DEPTH(FEET) = 0.71 FLOW VELOCITY(FEET/SEC.) = 1.46
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 766.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 603.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 16.83
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.086
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 12.90 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 12.90 SUBAREA RUNOFF(CFS) = 34.61 EFFECTIVE AREA(ACRES) = 15.80 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.41 TOTAL AREA(ACRES) = 15.8 PEAK FLOW RATE(CFS) = 42.04
**************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 190.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.04
PIPE TRAVEL TIME(MIN.) = 0.63 Tc(MIN.) = 17.46
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 17.46
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.022
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 2.90 0.40 0.350 52
COMMERCIAL B 1.20 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.39
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.277
SUBAREA AREA(ACRES) = 4.10 SUBAREA RUNOFF(CFS) = 10.75
EFFECTIVE AREA(ACRES) = 19.90 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 19.9 PEAK FLOW RATE(CFS) = 51.88
**************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 605.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 335.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.45
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.88
PIPE TRAVEL TIME(MIN.) = 1.03 Tc(MIN.) = 18.48
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 605.00 = 1291.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 605.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 18.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.925
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 3.90 0.30 0.350 76
NATURAL POOR COVER
"BARREN" B 1.60 0.30 1.000 97
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.539
SUBAREA AREA(ACRES) = 5.50 SUBAREA RUNOFF(CFS) = 13.68
EFFECTIVE AREA(ACRES) = 25.40 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.42 TOTAL AREA(ACRES) = 25.4 PEAK FLOW RATE(CFS) = 63.82
**************************************************************************** FLOW PROCESS FROM NODE 605.00 TO NODE 606.00 IS CODE = 41 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING USER-SPECIFIED PIPESIZE (EXISTING ELEMENT)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 568.00 MANNING'S N = 0.013
ASSUME FULL-FLOWING PIPELINE
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.03
PIPE FLOW VELOCITY = (TOTAL FLOW)/(PIPE CROSS SECTION AREA) GIVEN PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1
PIPE-FLOW(CFS) = 63.82
PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 19.53
LONGEST FLOWPATH FROM NODE 600.00 TO NODE 606.00 = 1859.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 606.00 TO NODE 606.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.53
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.834
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 5.70 0.40 0.350 52
COMMERCIAL B 0.90 0.30 0.100 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.316
SUBAREA AREA(ACRES) = 6.60 SUBAREA RUNOFF(CFS) = 16.09
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.40 TOTAL AREA(ACRES) = 32.0 PEAK FLOW RATE(CFS) = 77.83
============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 32.0 TC(MIN.) = 19.53
EFFECTIVE AREA(ACRES) = 32.00 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.33 AREA-AVERAGED Ap = 0.397 PEAK FLOW RATE(CFS) = 77.83
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED G - 100-YEAR STORM - AMC III *
* SAB *
************************************************************************** FILE NAME: STCPG100.DAT
TIME/DATE OF STUDY: 18:59 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 700.00 TO NODE 701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 320.00
ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 68.50 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.572
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.029
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 0.90 0.40 0.350 52 10.57
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 3.15
TOTAL AREA(ACRES) = 0.90 PEAK FLOW RATE(CFS) = 3.15
**************************************************************************** FLOW PROCESS FROM NODE 701.00 TO NODE 702.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 172.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 2.74
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.15
PIPE TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 11.62
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 702.00 = 492.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 702.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 11.62
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.816
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.30 0.40 0.350 52
NATURAL POOR COVER
"BARREN" A 0.10 0.40 1.000 93
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.396
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.61
EFFECTIVE AREA(ACRES) = 2.30 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.38 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 7.59
**************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 292.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.89
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.59
PIPE TRAVEL TIME(MIN.) = 1.25 Tc(MIN.) = 12.87
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 703.00 = 784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 703.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 12.87
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.599
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 3.00 0.40 0.350 52
NATURAL POOR COVER
"BARREN" A 0.20 0.40 1.000 93
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.391
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 9.91
EFFECTIVE AREA(ACRES) = 5.50 AREA-AVERAGED Fm(INCH/HR) = 0.15 AREA-AVERAGED Fp(INCH/HR) = 0.40 AREA-AVERAGED Ap = 0.39 TOTAL AREA(ACRES) = 5.5 PEAK FLOW RATE(CFS) = 17.05
**************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0030
FLOW LENGTH(FEET) = 122.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.82
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.05
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 13.29
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 704.00 = 906.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 704.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 13.29
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.533
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 0.80 0.40 0.350 52
CONDOMINIUMS B 7.40 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.31
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 8.20 SUBAREA RUNOFF(CFS) = 25.27
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 13.7 PEAK FLOW RATE(CFS) = 42.00
**************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 705.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ REPRESENTATIVE SLOPE = 0.0020
FLOW LENGTH(FEET) = 840.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 42.0 INCH PIPE IS 33.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.06
ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.00
PIPE TRAVEL TIME(MIN.) = 2.77 Tc(MIN.) = 16.06
LONGEST FLOWPATH FROM NODE 700.00 TO NODE 705.00 = 1746.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 13.7 TC(MIN.) = 16.06
EFFECTIVE AREA(ACRES) = 13.70 AREA-AVERAGED Fm(INCH/HR)= 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.35 AREA-AVERAGED Ap = 0.364 PEAK FLOW RATE(CFS) = 42.00
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
____________________________________________________________________________ ****************************************************************************
RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION)
(c) Copyright 1983-2012 Advanced Engineering Software (aes) Ver. 19.0 Release Date: 06/01/2012 License ID 1286
Analysis prepared by:
Psomas
************************** DESCRIPTION OF STUDY ************************** * STANTON TOWN CENTER - SPECIFIC PLAN UPDATE - ULTIMATE CONDITION * * WATERSHED H - 100-YEAR STORM EVENT - AMC III *
* SAB *
************************************************************************** FILE NAME: STCPH100.DAT
TIME/DATE OF STUDY: 19:42 10/04/2021
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *DATA BANK RAINFALL USED*
*ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING
WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:
1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)
2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.00
ELEVATION DATA: UPSTREAM(FEET) = 74.50 DOWNSTREAM(FEET) = 73.40 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.273
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.699
SUBAREA Tc AND LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)
CONDOMINIUMS A 1.50 0.40 0.350 52 12.27
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.40
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA RUNOFF(CFS) = 4.80
TOTAL AREA(ACRES) = 1.50 PEAK FLOW RATE(CFS) = 4.80
**************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0020
STREET LENGTH(FEET) = 510.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 8.99 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.62
HALFSTREET FLOOD WIDTH(FEET) = 24.44
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.62
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00
STREET FLOW TRAVEL TIME(MIN.) = 5.26 Tc(MIN.) = 17.53
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.015
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS A 1.40 0.40 0.350 52
CONDOMINIUMS B 1.80 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.34
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 3.20 SUBAREA RUNOFF(CFS) = 8.34
EFFECTIVE AREA(ACRES) = 4.70 AREA-AVERAGED Fm(INCH/HR) = 0.13 AREA-AVERAGED Fp(INCH/HR) = 0.36 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 4.7 PEAK FLOW RATE(CFS) = 12.22
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.67 HALFSTREET FLOOD WIDTH(FEET) = 28.01 FLOW VELOCITY(FEET/SEC.) = 1.74 DEPTH*VELOCITY(FT*FT/SEC.) = 1.17 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 802.00 = 880.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 936.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 20.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 35.81
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 7.15 Tc(MIN.) = 24.68
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.479
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 7.60 0.30 0.350 76
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.350
SUBAREA AREA(ACRES) = 7.60 SUBAREA RUNOFF(CFS) = 16.24
EFFECTIVE AREA(ACRES) = 12.30 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.32 AREA-AVERAGED Ap = 0.35 TOTAL AREA(ACRES) = 12.3 PEAK FLOW RATE(CFS) = 26.19
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 35.88 FLOW VELOCITY(FEET/SEC.) = 2.18 DEPTH*VELOCITY(FT*FT/SEC.) = 1.62 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 936.0 FT WITH ELEVATION-DROP = 2.5 FT, IS 19.5 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 803.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 803.00 = 1816.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ REPRESENTATIVE SLOPE = 0.0027
STREET LENGTH(FEET) = 367.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 18.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.017
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) = 0.0150 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 34.87 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.74 FLOOD WIDTH(FEET) = 35.88
FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.18
SPLIT DEPTH(FEET) = 0.68 SPLIT FLOOD WIDTH(FEET) = 28.40 SPLIT FLOW(CFS) = 14.52 SPLIT VELOCITY(FEET/SEC.) = 2.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:
STREET FLOW DEPTH(FEET) = 0.74
HALFSTREET FLOOD WIDTH(FEET) = 35.88
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.18
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.62
STREET FLOW TRAVEL TIME(MIN.) = 2.81 Tc(MIN.) = 27.48
* 100 YEAR RAINFALL INTENSITY(INCH/HR) = 2.330
SUBAREA LOSS RATE DATA(AMC III):
DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
CONDOMINIUMS B 8.40 0.30 0.350 76
URBAN GOOD COVER
"TURF" B 0.30 0.30 1.000 77
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.30
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.372
SUBAREA AREA(ACRES) = 8.70 SUBAREA RUNOFF(CFS) = 17.37
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR) = 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.36 TOTAL AREA(ACRES) = 21.0 PEAK FLOW RATE(CFS) = 41.92
END OF SUBAREA STREET FLOW HYDRAULICS:
DEPTH(FEET) = 0.75 HALFSTREET FLOOD WIDTH(FEET) = 36.15 FLOW VELOCITY(FEET/SEC.) = 2.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.65 *NOTE: INITIAL SUBAREA NOMOGRAPH WITH SUBAREA PARAMETERS, AND L = 367.0 FT WITH ELEVATION-DROP = 1.0 FT, IS 27.8 CFS, WHICH EXCEEDS THE TOP-OF-CURB STREET CAPACITY AT NODE 804.00 LONGEST FLOWPATH FROM NODE 800.00 TO NODE 804.00 = 2183.00 FEET. ============================================================================ END OF STUDY SUMMARY:
TOTAL AREA(ACRES) = 21.0 TC(MIN.) = 27.48
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR)= 0.11 AREA-AVERAGED Fp(INCH/HR) = 0.31 AREA-AVERAGED Ap = 0.359 PEAK FLOW RATE(CFS) = 41.92
============================================================================ ============================================================================
END OF RATIONAL METHOD ANALYSIS
Appendix E
Noise Calculations
Construction Generated Noise
Building Type Office, Hotel, Hospital, School, Public Works Distance (ft) Construction Noise at 50 Feet (dBA Leq) 50
Construction Phase All Applicable Equipment in Use1
Ground Clearing/Demolition 84
Excavation 89
Foundation Construction 78
Building Construction 87
Finishing and Site Cleanup 89
Construction Noise (dBA Leq) 25
Construction Phase All Applicable Equipment in Use1
Ground Clearing/Demolition 90
Excavation (Site Preparation) 95
Foundation Construction 84
Building Construction 93
Paving 95
Construction Noise (dBA Leq) 50
Construction Phase All Applicable Equipment in Use1
Ground Clearing/Demolition 84
Excavation (Site Preparation) 89
Foundation Construction 78
Building Construction 87
Paving 89
Construction Noise (dBA Leq) 100
Construction Phase All Applicable Equipment in Use1
Ground Clearing/Demolition 78
Excavation (Site Preparation) 83
Foundation Construction 72
Building Construction 81
Paving 83
Construction Noise (dBA Leq) 200
Construction Phase All Applicable Equipment in Use1
Ground Clearing/Demolition 72
Excavation (Site Preparation) 77
Foundation Construction 66
Building Construction 75
Paving 77
Source: Bolt, Beranek and Newman, "Noise from Construction Equipment and Operations, Building Equipment, and Home Appliances," prepared for the USEPA, December 31, 1971. Based on analysis for Office Building, Hotel, Hospital, School, and Public Works.
Construction Generated Vibration
Vibration exposure at 10 feet Closest Distance (feet): 10 Approximate RMS a Approximate RMS
66 73.000
Equipment inch/second inch/second
Impact pile driver 1.518 6.000
Vibratory roller 0.21 0.830
Caisson Drill 0.089 0.352
Large bulldozer 0.089 0.352
Small bulldozer 0.003 0.012
Jackhammer 0.035 0.138
Loaded trucks 0.076 0.300
Criteria 0.120
Vibration exposure at 20 feet Closest Distance (feet): 20 Approximate RMS a Approximate RMS
Velocity at 25 ft, Velocity Level,
Equipment inch/second inch/second
Impact pile driver 1.518 2.121
Vibratory roller 0.21 0.293
Caisson Drill 0.089 0.124
Large bulldozer 0.089 0.124
Small bulldozer 0.003 0.004
Jackhammer 0.035 0.049
Loaded trucks 0.076 0.106
Criteria 0.120
Vibration exposure at 30 feet Closest Distance (feet): 30 Approximate RMS a Approximate RMS
Velocity at 25 ft, Velocity Level,
Equipment inch/second inch/second
Impact pile driver 1.518 1.155
Vibratory roller 0.21 0.160
Caisson Drill 0.089 0.068
Large bulldozer 0.089 0.068
Small bulldozer 0.003 0.002
Jackhammer 0.035 0.027
Loaded trucks 0.076 0.058
Criteria 0.120
Vibration exposure at 40 feet Closest Distance (feet): 40 Approximate RMS a Approximate RMS
Velocity at 25 ft, Velocity Level,
Equipment inch/second inch/second
Impact pile driver 1.518 0.750
Vibratory roller 0.21 0.104
Caisson Drill 0.089 0.044
Large bulldozer 0.089 0.044
Small bulldozer 0.003 0.001
Jackhammer 0.035 0.017
Loaded trucks 0.076 0.038
Criteria 0.120
Vibration exposure at 50 feet Closest Distance (feet): 50 Approximate RMS a Approximate RMS
Velocity at 25 ft, Velocity Level,
Equipment inch/second inch/second
Impact pile driver 1.518 0.537
Vibratory roller 0.21 0.074
Caisson Drill 0.089 0.031
Large bulldozer 0.089 0.031
Small bulldozer 0.003 0.001
Jackhammer 0.035 0.012
Loaded trucks 0.076 0.027
Criteria 0.120
Based on distance to nearest structure
1. Determined based on use of jackhammers or pneumatic hammers that may be used for pavement demolition at a distance of 25 feet Notes: RMS velocity calculated from vibration level (VdB) using the reference of one microinch/second.
Source: Based on methodology from the United States Department of Transportation Federal Transit Administration, Transit Noise and Vibration Impact Assessment (2006).
Stanton Town Center Specific Plan d
24-hour Traffic Volume Distance to CNEL from Roadway Centerline Noise Level (CNEL or Ldn) at Distance from Roadway
Centerline
Noise Level (CNEL or Ldn)
at Distance from Roadway
Centerline
Noise Level (CNEL or Ldn) at Distance
from Roadway Centerline e
Future Future e
Future Future Existing Future No Project Future With Project Change Change Existing No Proj Plus Proj Change Change p Without With 50.0 60 65 70 50.0 60 65 70 50.0 60 65 70 From due to 50 50 50 50 50 50 50 50 50 From due to Roadway Segment SExisting Project Project Feet CNEL CNEL CNEL Feet CNEL CNEL CNEL Feet CNEL CNEL CNEL Existing Project feet feet feet feet feet feet feet feet feet Existing Project Cerritos, W of Rose 40 13,100 14,900 14,900 72 293 136 63 72 319 148 69 72 319 148 69 0.6 0.00 71.5 71.5 71.5 72.1 72.1 72.1 72.1 72.1 72.1 +0.6 --- Cerritos, E of Dale 40 12,600 14,000 14,100 71 285 132 61 72 306 142 66 72 307 143 66 0.5 0.03 71.3 71.3 71.3 71.8 71.8 71.8 71.8 71.8 71.8 +0.5 +0.03 Katella, W of Beach 40 21,500 24,600 24,600 74 407 189 88 74 446 207 96 74 446 207 96 0.6 0.00 73.7 73.7 73.7 74.2 74.2 74.2 74.2 74.2 74.2 +0.6 --- Katella, E of Court 40 21,600 24,400 24,500 74 409 190 88 74 443 206 95 74 444 206 96 0.5 0.02 73.7 73.7 73.7 74.2 74.2 74.2 74.2 74.2 74.2 +0.5 +0.02 Beach, N of Cerritos 45 44,100 49,800 50,100 78 758 352 163 78 822 381 177 78 825 383 178 0.6 0.03 77.7 77.7 77.7 78.2 78.2 78.2 78.3 78.3 78.3 +0.6 +0.03 Beach, S of Katella 45 46,200 52,200 52,500 78 782 363 168 78 848 394 183 78 851 395 183 0.6 0.02 77.9 77.9 77.9 78.4 78.4 78.4 78.5 78.5 78.5 +0.6 +0.02 Assumptions: Fleet Mix 92% Autos
3% Medium Trucks
Simplified to 2 lanes 6.1 meters= 20.0 feet from centerline 5% Heavy Trucks future 6.1 meters= 20.0 feet from centerline Time of Day: 70% Day Noise path decay parameter for hard site 15% Evening
15% Night
Calculations using methods of Federal Highway Administration Highway Traffic Noise Prediction Model , December, 1978. Baseline California vehicle noise levels from Caltrans, TAN 95-03, 1995 Source of standard assumptions:
24-hour distribution of traffic volumes:
70% day (7-7), 15% evening (7-10), 15% night (10-7)
Analysis of L.A. County 24-hour traffic counts for selected arterial streets conducted by Pat Mann for Inglewood Noise Element, 1974 Truck Mix
ARB standard fleet mix for air quality analysis
Heavy trucks for noise model includes heavy diesel tractor-trailers only Medium trucks for noise model includes buses and bobtail trucks Autos includes cars, vans, pickups and light trucks
Appendix F
Traffic Impact Study (TIS)
Stanton Town Center
Specific Plan
Traffic Impact Study
Stanton, California
PREPARED FOR
November 2023
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page i
TABLE OF CONTENTS
1. INTRODUCTION____________________________________________________ 1
1.1. STUDY AREA ______________________________________________________ 3
1.2. ANALYSIS METHODOLOGY ____________________________________________ 7
1.2.1. INTERSECTION CAPACITY UTILIZATION (ICU) _____________________________ 8
1.2.2. HIGHWAY CAPACITY MANUAL (HCM)___________________________________ 8
2. EXISTING STUDY AREA CONDITIONS _________________________________ 9
2.1. ROADWAY NETWORK ________________________________________________ 9
2.2. TRAFFIC VOLUMES_________________________________________________ 10
3. PROPOSED PROJECT _____________________________________________12
4. PROJECTED TRAFFIC VOLUMES ____________________________________14
4.1. PROJECT AREA VOLUMES ___________________________________________14
4.1.1. EXISTING PROJECT TRIP GENERATION_________________________________ 14
4.1.2. PROJECT TRIP DISTRIBUTION _______________________________________14
4.1.3. PROPOSED PROJECT TRIP GENERATION _______________________________14
4.1.4. PROJECT TRAFFIC VOLUMES ________________________________________18
4.2. EXISTING YEAR (2022)______________________________________________ 21
4.2.1. EXISTING PLUS PROJECT TRAFFIC VOLUMES ____________________________21
4.3. BUILDOUT YEAR (2050) _____________________________________________21
4.3.1. BACKGROUND GROWTH ___________________________________________21
4.3.2. BUILDOUT YEAR TRAFFIC VOLUMES___________________________________21
4.3.3. BUILDOUT YEAR PLUS PROJECT TRAFFIC VOLUMES_______________________21
5. OPERATIONAL ANALYSIS – EXISTING YEAR (2022) ____________________25
5.1. EXISTING CONDITIONS ______________________________________________ 25
5.2. EXISTING PLUS PROJECT CONDITIONS __________________________________25
5.3. EXISTING PLUS PROJECT IMPACT EVALUATION ___________________________26 February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page ii
6. OPERATIONAL ANALYSIS – BUILDOUT YEAR (2050) ___________________28
6.1. 2050 CUMULATIVE CONDITIONS _______________________________________28
6.2. 2050 CUMULATIVE PLUS PROJECT CONDITIONS___________________________28
6.3. 2050 CUMULATIVE PLUS PROJECT SIGNIFICANT IMPACT EVALUATION __________29
7. VEHICLE MILES TRAVELED_________________________________________31
8. SUMMARY _______________________________________________________ 32
9. REFERENCE _____________________________________________________ 34 APPENDIX A – TRAFFIC VOLUME DATA
APPENDIX B – ICU SPREADSHEETS AND HCM REPORTS – EXISTING CONDITIONS APPENDIX C – ICU SPREADSHEETS AND HCM REPORTS – EXISTING PLUS PROJECT
CONDITIONS
APPENDIX D – ICU SPREADSHEETS AND HCM REPORTS – 2050 CUMULATIVE CONDITIONS APPENDIX E – ICU SPREADSHEETS AND HCM REPORTS – 2050 CUMULATIVE PLUS PROJECT
CONDITIONS
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page iii
LIST OF TABLES
TABLE 1. INTERSECTION LEVEL OF SERVICE DEFINITIONS ______________________________________ 7 TABLE 2. EXISTING TRIP GENERATION ____________________________________________________ 15 TABLE 3. PROPOSED PROJECT TRIP GENERATION ____________________________________________ 17 TABLE 4. PROJECT TRIP GENERATION – 139 MULTIFAMILY UNITS ONLY__________________________ 18 TABLE 5. EXISTING PLUS PROJECT IMPACT ANALYSIS ________________________________________ 27 TABLE 6. 2050 CUMULATIVE PLUS PROJECT IMPACT ANALYSIS _________________________________ 30
LIST OF FIGURES
FIGURE 1. PROPOSED LAND USE PLAN _____________________________________________________ 2 FIGURE 2. PROJECT LOCATION ___________________________________________________________ 4 FIGURE 3. STUDY INTERSECTIONS _________________________________________________________ 5 FIGURE 4. LANE GEOMETRY AT STUDY INTERSECTIONS ________________________________________ 6 FIGURE 5. EXISTING PEAK HOUR TRAFFIC VOLUMES (2022) ___________________________________ 11 FIGURE 6. PROPOSED PROJECT AREA HEIGHT RESTRICTIONS ___________________________________ 13 FIGURE 7. EXTERNAL TRIP DISTRIBUTION__________________________________________________ 16 FIGURE 8. ESTIMATED EXISTING PROJECT AREA TRAFFIC VOLUMES _____________________________ 19 FIGURE 9. PROPOSED PROJECT TRAFFIC VOLUMES ___________________________________________ 20 FIGURE 10. EXISTING PLUS PROJECT TRAFFIC VOLUMES ______________________________________ 22 FIGURE 11. 2050 CUMULATIVE TRAFFIC VOLUMES __________________________________________ 23 FIGURE 12. 2050 CUMULATIVE PLUS PROJECT TRAFFIC VOLUMES_______________________________ 24 February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 1
1. INTRODUCTION
This Traffic Impact Study (TIS) provides an analysis of the update to the Town Center Specific Plan which covers a 156.9-acre area in the northern portion of the City of Stanton.
The proposed Specific Plan is shown in Figure 1. The project area currently includes a mix of small commercial developments, single-family and multi-family residential uses, a Southern California Edison (SCE) substation, and industrial uses. The proposed project is expected to include retail-oriented pedestrian-friendly mixed-use and industrial mixeduse districts while protecting the existing single-family uses.
The existing General Plan for the City allows for 1,399 multi-family units within the plan area. 4 of which have already been constructed. The Town Center Specific Plan, which is the subject of this report, allows for an additional 139 multi-family units. An Initial Study/Mitigated Negative Declaration (IS/MND) is prepared to analyze the potential impacts of the Project. While the IS/MND provides CEQA clearance for future projects within the Specific Plan area, any project/development beyond the 1,534 multi-family units or any commercial or industrial projects would require their own CEQA documentation.
This TIS provides an evaluation of the worst-case scenario of development of the Specific Plan area (i.e. most dense). As this report will illustrate, even the worst-case scenario is not expected to result in a significant impact on transportation. Further, no improvements are expected to be required at any of the study intersections.
Traffic impact analyses were conducted for existing conditions (2022) and buildout conditions (2050) with and without the project. The project boundaries, the study area, and the traffic impact analysis methodology used in this study are described in the following sections.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 3
1.1. STUDY AREA
The City of Stanton is located in northwestern Orange County. The Town Center Specific Plan project includes a 156.9-acre area in the northern portion of the City of Stanton. The Specific Plan area is surrounded by Cerritos Avenue to the north, Dale Avenue to the east, Katella Avenue to the south, and Rose Street to the west. Existing land uses within the Specific Plan area boundaries include small commercial and automotive-related uses along Beach Boulevard; single-family and multi-family residential uses in the north and west; a Southern California Edison (SCE) substation and industrial uses in the east; and industrial and commercial uses in the south. The Pacific Electric Corridor runs diagonally through the Specific Plan area in a northwest-southeast direction and the Union Pacific Railroad oriented in an east-west direction bisects the Specific Plan area. The study intersections listed below were selected in coordination with the City engineer.
1. Cerritos Avenue and Beach Boulevard
2. Main Street and Beach Boulevard
3. Pacific Street and Beach Boulevard
4. Central Avenue and Beach Boulevard
5. Katella Avenue and Beach Boulevard
6. Cerritos Avenue and Rose Street
7. Cerritos Avenue and Court Avenue
8. Cerritos Avenue and Fern Avenue
9. Cerritos Avenue and Ashdale Street
10. Cerritos Avenue and Dale Avenue
11. Standustrial Street and Dale Avenue
12. Katella Avenue and Court Avenue
Figure 2 and 3 shows the Specific Plan area location and the study intersections, respectively. Figure 4 shows the existing lane geometry at each study intersection.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 4 Figure 2. Project Location
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 7
1.2. ANALYSIS METHODOLOGY
Because the environmental documentation is tiering off the General Plan Environmental Impact Report, the analysis in this report includes analysis of Level of Service (LOS) for the study intersections to determine whether the additional units exacerbate the previously disclosed LOS impact. Level of Service (LOS) is the typical measure used to characterize the quality of traffic operations at an intersection or roadway segment. LOS A represents relatively free operating conditions, whereas LOS F has unstable flow and congestion with volumes at or near the capacity of the facility. Excessive delays and queues can occur when the LOS is not acceptable. Table 1 provides descriptions and thresholds for LOS A through LOS F for each intersection evaluation methodology used in this report.
Table 1. Intersection Level of Service Definitions
The traffic generated by the project or by the project in combination with other projects in the area could worsen the LOS of a facility. To assess the potential traffic impacts due to the background traffic growth and completion of existing and future projects, the following scenarios were evaluated:
• Existing Conditions
• Existing Plus Project Conditions
• 2050 Cumulative Developments Conditions
• 2050 Cumulative Developments Plus Project Conditions
Level of
Service Description
Intersection
Volume to
Capacity (V/C)
Ratio/ICU
Value
Signalized
Intersection
Delay
(sec/veh)
Unsignalized
Intersection
Delay
(sec/veh)
A Primarily free-flow operation 0.000 - 0.600 ≤10 ≤10
B Reasonably unimpeded operation >0.600 - 0.700 >10 and ≤20 >10 and ≤15 C Stable operation >0.700 - 0.800 >20 and ≤35 >15 and ≤25 D
Less than stable conditions - small
increases in flow may cause substantial
increases in delay
>0.800 - 0.900 >35 and ≤55 >25 and ≤35
E Unstable operation and significant delay >0.900 - 1.000 >55 and ≤80 >35 and ≤50 F Congested conditions, including flow at
extremely low speed >1.000 >80 >50
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 8 The City of Stanton does not have published guidelines for analyzing the impacts to intersections. Therefore, this TIS follows the 2021 Orange County Transportation Authority (OCTA) Congestion Management Program Report (CMP)1, which applies the Intersection Capacity Utilization (ICU) methodology at signalized intersections and the Highway Capacity Manual (HCM) methodology at unsignalized intersections. The methodologies and significance thresholds are discussed further in the following sections.
1.2.1. Intersection Capacity Utilization (ICU)
The ICU methodology is used to determine the operating LOS of signalized intersections.
This methodology requires the calculation of the intersection volume/capacity (V/C) ratio, which is the summation of critical lane group flow ratios with a yellow clearance adjustment. The LOS estimated by the ICU methodology is directly related to the intersection V/C ratio. A lost time factor of 0.05 should be included in the calculations.
To determine whether the addition of project-generated trips at a signalized study intersection results in a significant impact, the City of Stanton has established the following threshold of significance consistent with the CMP: A significant impact occurs when a proposed project increases traffic demand at a signalized study intersection operating at a deficient LOS (LOS F) by one percent or more of capacity (V/C ⩾ 0.01), worsening LOS F (V/C > 1.00).
1.2.2. Highway Capacity Manual (HCM)
This study applied the HCM2 methodology to evaluate unsignalized intersections, which defines LOS based on delay. The analyses for the unsignalized intersections were conducted using the software Synchro and SimTraffic. The City of Stanton has not established thresholds of significant impacts for unsignalized intersections.
1.2.3. Vehicle Miles Traveled
The project is also subject to Vehicle Miles Traveled (VMT) evaluation to comply with Senate Bill 743. The County of Orange methodology will be used, starting with the County’s screening tool to determine if the project can be screened out and assumed to have a less than significant traffic impact.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 9
2. EXISTING STUDY AREA CONDITIONS
2.1. ROADWAY NETWORK
There are several existing roadways in the project traffic study area, as discussed below:
Rose Street is a discontinuous two-lane undivided roadway oriented in the north-south direction. The roadway terminates northerly at Cerritos Avenue and southerly at Katella Avenue and is halved by the Union Pacific Railroad. On-street parking is permitted.
Beach Boulevard is an eight-lane divided roadway, which serves as a State Route (SR39). The roadway is classified as an 8-lane Smart Street in the 2022 Master Plan of Arterial Highways by Orange County, California3 and has a posted speed limit of 45 mph. Onstreet parking is prohibited in the study area.
Court Avenue is a two lane, undivided roadway. Court Avenue terminates northerly at Cerritos Avenue and southerly at Katella Avenue and is discontinuous at the Union Pacific Railroad and Union Pacific Corridors. On-street parking is permitted.
Fern Avenue is a two lane, undivided roadway with a posted speed limit of 25 mph in the Specific Plan area. On-street parking is permitted.
Ashdale Street is a two lane, undivided roadway in a residential area which ends in a culde-sac approximately 500 feet north of Cerritos Avenue and 150 feet south of Cerritos Avenue. On-street parking is permitted.
Dale Avenue is a four lane roadway with a two-way left turn lane in the study area. The roadway in the study area is classified as a secondary arterial by Orange County. The posted speed limit is 40 mph and on-street parking is prohibited between Cerritos Avenue and Katella Avenue.
Cerritos Road is a four lane, undivided roadway west of Beach Boulevard and becomes a four lane divided roadway with segments of raised medians east of Beach Boulevard.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 10 The roadway in the study area is classified as a secondary arterial by Orange County. The posted speed limit is generally 40 mph in the study area. On-street parking is prohibited.
Main Street is a two lane, undivided roadway oriented in the east-west direction. Main Street terminates on the west at Rose Street and on the east at Fern Avenue. On-street parking is permitted.
Pacific Street is also a two lane, undivided roadway. The roadway terminates on the west at Rose Street and on the east at Fern Avenue, trending in an east-west direction generally along the Pacific Union Pacific Railroad. On-street parking is permitted.
Central Avenue is a two lane, undivided roadway trending in an east-west direction. The roadway becomes Grand Avenue east of Beach Boulevard. On-street parking is permitted.
Standustrial Street is a two lane, undivided roadway in an industrial area. The roadway is approximately 950 feet long west of Dale Avenue and serves a number of businesses along both sides of its frontage. Although on-street parking is not specifically permitted, portions of the roadway are sometimes used for parking.
Katella Road is a six lane, divided roadway with a posted speed limit of 40 mph west of Beach Boulevard in the study area. East of Beach Boulevard through Dale Avenue, the roadway becomes a six-lane roadway with a two-way left turn lane with a posted speed limit of 45 mph. The roadway is classified as a 6-lane Smart Street by Orange County.
On-street parking is prohibited.
2.2. TRAFFIC VOLUMES
Traffic volume data was collected at the 12 study intersections in February 2022 from 7:00 AM to 9:00 AM and from 4:00 PM to 6:00 PM. The overall peak hours for the study area were found to be from 7:30 to 8:30 AM and from 4:45 to 5:45 PM. Figure 5 shows the existing traffic volumes. All collected traffic volume data is included in Appendix A.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 12
3. PROPOSED PROJECT
The Town Center Specific Plan, which is comprised of 156.9 acres, is currently defined as Town Center Mixed-Use, High-Density Residential, Medium-Density Residential, Industrial, and Public/Institutional. The project is designated to revitalize and transform the Beach Boulevard Corridor into a mixed-use and pedestrian-friendly district while preserving the existing residential neighborhood. The intersections of Cerritos Avenue/Beach Boulevard and Katella Avenue/Beach Boulevard are expected to be developed as gateways to the area and are expected to include outdoor plazas and streetscape along Beach Boulevard.
Main Street is expected to be extended easterly and rebuilt as a retail-oriented mixedused area. An industrial mixed-use district in the southern portion of the Specific Plan is anticipated to include search and development (R&D), light industrial, restaurants and other compatible uses. New height restrictions will be included in the area, including a 5- story height district concentrated along Beach Boulevard and a 3-story height district located around the existing single-family neighborhoods and in the northeastern portion of the Specific Plan area. The height restrictions are shown in Figure 6.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 14
4. PROJECTED TRAFFIC VOLUMES
4.1. PROJECT AREA VOLUMES
4.1.1. Existing Project Trip Generation
The existing project trip generation for the project was estimated using the ITE Trip Generation Manual, 11th Edition4. Trip generation rates of the retail and industrial land uses were using the average of multiple retail and industrial land uses, respectively, which represent the mix of existing uses in the project area, as shown in Table 2. Based on the assumptions, the 156.9-acre Specific Plan area generates approximately 9,113 daily trips in the existing year due to the project, including 692 trips in the AM peak hour and 1,031 trips in the PM peak hour.
4.1.2. Project Trip Distribution
Based on the location of the Stanton Town Center and distribution of regional access to the area, it is estimated that approximately 5% of traffic would access the site to/from the west and 15% of traffic to/from the east via Cerritos Avenue, 5% to/from the west and 15% to/from the east via Katella Avenue, and 30% to/from the north and 30% to/from the south via Beach Boulevard. Figure 7 shows the assumed external trip distribution for the Stanton Town Center.
4.1.3. Proposed Project Trip Generation
The proposed project trip generation for the project was also based on the ITE Trip Generation Manual, 11th Edition. A similar variety of retail and industrial uses were used to estimate the trip generation for the project area, but the breakdown was updated to better represent anticipated future conditions. Table 3 shows that the proposed project is expected to generate 23,705 daily trips in the buildout year, including 1,845 trips in the AM peak hour and 2,278 trips in the PM peak hour.
While the Specific Plan area would increase in the number of residential multifamily units, retail/commercial area, and light industrial uses through new development and redevelopment, it should be noted that this IS/MND analyzes the potential impacts of the additional 139 multifamily dwelling units only.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 15 Table 2. Existing Trip Generation
Units 122
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.70 85 26% 74% 22 63
PM Peak 0.94 115 63% 37% 72 42
Daily 9.43 1,150 50% 50% 575 575
Units 74
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.40 30 24% 76% 7 22
PM Peak 0.51 38 63% 37% 24 14
Daily 6.74 499 50% 50% 249 249
1,000 SF 155.986
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 2.02 315 70% 30% 221 94
PM Peak 3.90 609 42% 58% 255 354
Daily 31.08 4,848 50% 50% 2,424 2,424
1,000 SF 962.611
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.27 262 88% 12% 230 31
PM Peak 0.28 270 14% 86% 38 232
Daily 2.72 2,616 50% 50% 1,308 1,308
Period
AM Peak
PM Peak
Daily
Retail*
ITE LU 210 - Single Family Residential
ITE LU 220 - Multifamily Residential (Low-Rise)
Industrial**
Total Trips
TOTAL
Trips Out
211
389 642
481
Trips In
*Assumes combination of general retail (LU 822), small office building (LU 712), and auto parts and service center (LU 943) to account for variety of uses in retail areas **Assumes combination of industrial park (LU 130) and warehousing (LU 150) to account for variety of uses in industrial areas
9,113
1,031
692
4,557 4,557
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 16 Figure 7. External Trip Distribution
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 17 Table 3. Proposed Project Trip Generation
Units 122
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.70 85 26% 74% 22 63
PM Peak 0.94 115 63% 37% 72 42
Daily 9.43 1,150 50% 50% 575 575
Units 384
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.40 154 24% 76% 37 117
PM Peak 0.51 196 63% 37% 123 72
Daily 6.74 2,588 50% 50% 1,294 1,294
Units 2,570
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.37 951 23% 77% 219 732
PM Peak 0.39 1,002 61% 39% 611 391
Daily 4.54 11,668 50% 50% 5,834 5,834
1,000 SF 161.172
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 2.02 325 70% 30% 228 97
PM Peak 3.90 629 42% 58% 264 365
Daily 31.08 5,009 50% 50% 2,504 2,504
1,000 SF 1,110.344
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.30 330 80% 20% 264 66
PM Peak 0.30 336 23% 77% 78 258
Daily 2.96 3,289 50% 50% 1,645 1,645
Period
AM Peak
PM Peak
Daily 23,705 11,852 11,852
ITE LU 220 - Multifamily Residential (Low-Rise)
**Assumes combination of industrial park (LU 130) and warehousing (LU 150) to account for variety of uses in industrial areas
*Assumes combination of general retail (LU 822), small office building (LU 712), and auto parts and service center (LU 943) to account for variety of uses in retail areas 1,845 770 1,075
2,278 1,149 1,129
Total Trips Trips In Trips Out
ITE LU 210 - Single Family Residential
ITE LU 220 - Multifamily Residential (Low-Rise)
Retail*
Industrial**
TOTAL
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 18 The existing General Plan for the City of Stanton allows for a total of 1,399 multifamily units within the Town Center Specific Plan area. Since 2008, 4 multifamily units have been built, resulting in a remaining capacity of 1,395 units. The Town Center Specific Plan would allow for an additional 139 multifamily units, increasing the remaining capacity to 1,534 multifamily units. Table 4 shows the trip generation for the additional 139 multifamily units only.
Table 4. Project Trip Generation – 139 Multifamily Units Only
4.1.4. Project Traffic Volumes
Using the project trip generation and trip distribution, the estimated existing and future project traffic volumes at each of the study intersections were calculated and are shown in Figures 8 and 9, respectively.
Units 139
Period Trips/Unit Trips % In % Out Trips In Trips Out
AM Peak 0.40 56 24% 76% 13 42
PM Peak 0.51 71 63% 37% 45 26
Daily 6.74 937 50% 50% 468 468
ITE LU 220 - Multifamily Residential (Low-Rise)
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 21
4.2. EXISTING YEAR (2022)
4.2.1. Existing Plus Project Traffic Volumes
The Existing Plus Project traffic volumes were estimated by first removing the estimated existing project traffic volumes from the existing peak hour traffic volumes then adding the total proposed project traffic volumes, as shown in Figure 10. The Existing Plus Project analysis is included in this report because the project is long term and has no set opening year.
4.3. BUILDOUT YEAR (2050)
4.3.1. Background Growth
The Traffic and Circulation section of the 2008 General Plan Update Environmental Impact Report5 indicated that there would be little to no growth in the project area. Therefore, to be conservative, a 0.5% per year growth was used to calculate background growth for all the study intersections.
4.3.2. Buildout Year Traffic Volumes
The buildout year traffic volumes are the anticipated traffic volumes in 2050 without the project, which include the existing project-area traffic volumes. The 0.5% annual growth rate was applied to the existing traffic volumes to estimate buildout year volumes without the project. Figures 11 shows the 2050 cumulative traffic volumes.
4.3.3. Buildout Year Plus Project Traffic Volumes
Figure 12 shows the cumulative plus project traffic volumes in 2050 at each of the study intersections.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 25
5. OPERATIONAL ANALYSIS – EXISTING YEAR (2022)
5.1. EXISTING CONDITIONS
As previously discussed, the signalized intersections were evaluated using the ICU methodology. Most of the unsignalized intersections were analyzed using the HCM methodology in Synchro, but the unsignalized intersections on Beach Boulevard were evaluated via SimTraffic because the HCM methodology cannot be applied to intersections with more than three through lanes on the major approach. For existing conditions, the ICU spreadsheets and HCM reports are included in Appendix B.
Table 5 in Section 5.3 shows the resulting LOS for each of the study intersections under existing conditions. As seen in the table, the three signalized intersections currently operate at LOS B or better in both peak hours.
In addition, the worst minor-street (stop controlled) movement at the intersections of Main Street and Beach Boulevard (#2), Pacific Street and Beach Boulevard (#3), and Central Street and Beach Boulevard (#4), operate at LOS F in both peak hours. However, in SimTraffic simulations, vehicles are not able to make two-stage left turns at unsignalized divided highway intersections. Therefore, the delays may be lower in reality if drivers make two-stage left-turns at unsignalized intersections on Beach Boulevard.
5.2. EXISTING PLUS PROJECT CONDITIONS
The same approach was used to evaluate existing conditions plus the project; the full buildout (2050) version of the project was assumed in this analysis. Recall that this analysis is serving as the opening year analysis in this report.
The ICU and HCM reports for existing conditions plus project are included in Appendix C.
The resulting level of service for each of the study intersections for existing plus project conditions is also shown in Table 5 in Section 5.3.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 26 As shown in the table, the signalized intersections will continue to operate at LOS D or better with the project. The worst minor-street movement will operate at LOS F at four intersections, including the three which will operate at LOS F under existing conditions and the intersection of Cerritos Avenue and Fern Avenue which would deteriorate from LOS C to LOS F in the PM peak hour with the project. In addition, the intersection of Cerritos Avenue and Ashdale Street will operate at LOS E in the PM peak hour with the project.
5.3. EXISTING PLUS PROJECT IMPACT EVALUATION
Table 5 shows the LOS for existing and existing plus project conditions for all study intersections as well as the increase in V/C for the signalized intersections. Recall that a significant impact occurs when a proposed project increases traffic demand at a signalized study intersection operating at a deficient LOS (LOS F) by one percent or more of capacity (V/C ⩾ 0.01), worsening LOS F (V/C > 1.00). As shown in the Table 5, none of the signalized intersections would have a significant impact for the existing plus project condition. In addition, because there are no operational thresholds for unsignalized intersections, no improvements are needed at those locations.
April 2022 Stanton Town Center Specific Plan Traffic Impact Study Page 26 Table 4. Existing Plus Project Impact Analysis
Delay V/C LOS Delay V/C LOS Delay V/C LOS Delay V/C LOS 1 Cerritos Ave/Beach Blvd Signalized 0.66 B 0.69 B 0.80 D 0.84 D 0.14 0.15 NO NO 2 Main St/Beach Blvd Unsignalized 1818.4* F 2035.2* F 2980.8* F 2836.4* F NO NO 3 Pacific St/Beach Blvd Unsignalized 867.5* F 1791.6* F 2443.3* F 2781.2* F NO NO 4 Central Ave/Beach Blvd Unsignalized 1654.8* F 1569.7* F 2165.1* F 749.9* F NO NO 5 Katella Ave/Beach Blvd Signalized 0.66 B 0.65 B 0.71 C 0.70 B 0.05 0.04 NO NO 6 Cerritos Ave/Rose St Unsignalized 19.4 C 23.5 C 20.5 C 25.6 D NO NO 7 Cerritos Ave/Court Ave Unsignalized 12.5 B 15.2 C 18.3 C 24.7 C NO NO 8 Cerritos Ave/Fern Ave Unsignalized 20.4 C 24.8 C 29.5 D 57.8 F NO NO 9 Cerritos Ave/Ashdale St Unsignalized 19.3 C 23.7 C 25.2 D 37.3 E NO NO 10 Cerritos Ave/Dale Ave Signalized 0.45 A 0.44 A 0.51 A 0.55 A 0.06 0.11 NO NO 11 Standustrial St/Dale Ave Unsignalized 13.0 B 13.5 B 14.1 B 14.5 B NO NO 12 Katella Ave/Court Ave Unsignalized 18.6 C 20.4 C 18.2 C 20.7 C NO NO *Delays may be lower if drivers make two-stage left turns **Highest lane delay for stop controlled movements at TWSC intersections ***No significant impact because intersection delay is not defined for TWSC Intersection Intersection
Control
Existing Existing + Project Increase in V/C
or Delay(s)
Significant Impact?
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour
AM PM AM PM
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 28
6. OPERATIONAL ANALYSIS – BUILDOUT YEAR (2050)
6.1. 2050 CUMULATIVE CONDITIONS
As previously discussed, the signalized intersections were evaluated using the ICU methodology, and the unsignalized intersections were evaluated using the HCM methodology. The ICU and HCM reports for 2050 cumulative conditions are included in Appendix D, and the level of service for each of the study intersections for the 2050 cumulative conditions is shown in Table 6 in Section 6.3.
As seen in the table, the signalized intersections are expected to operate at LOS D or better for 2050 cumulative conditions without the project in both peak hours.
The worst minor-street (stop controlled) movement at the intersections of Main Street and Beach Boulevard (#2), Pacific Street and Beach Boulevard (#3), and Central Street and Beach Boulevard (#4) are expected to operate at LOS F in both peak hours. In addition, the intersection of Cerritos Avenue and Fern Street is expected to operate at LOS E in the PM peak hour.
6.2. 2050 CUMULATIVE PLUS PROJECT CONDITIONS
For 2050 cumulative plus project conditions, the same approach was used to evaluate the study intersections, assuming full buildout of the project. The ICU and HCM reports for 2050 cumulative plus project conditions are included in Appendix E. Table 6 in Section
6.3 shows the resulting level of service for each of the study intersections for 2050 cumulative plus project conditions.
The signalized intersections are expected to operate at LOS E or better in both peak hours with the project. In addition, the three minor street movements expected to operate at LOS F without the project will continue to operate at LOS F. The Cerritos Avenue/Fern Avenue minor street movement will deteriorate to LOS E in the AM peak hour and LOS F in the PM peak hour, and the Cerritos Avenue/Ashdale Street intersection will deteriorate to LOS E in the PM peak hour.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 29
6.3. 2050 CUMULATIVE PLUS PROJECT SIGNIFICANT IMPACT EVALUATION The increase in ICU due to the project traffic is shown in Table 6. A significant impact occurs when a proposed project increases traffic demand at a signalized study intersection operating at a deficient LOS (LOS F) by one percent or more of capacity (V/C ⩾ 0.01), worsening LOS F (V/C > 1.00). Because the signalized intersections are expected to operate at LOS E or better with the project, the project is not expected to have an impact on operations. In addition, because there are no operational thresholds for unsignalized intersections, no improvements are needed at those locations.
April 2022 Stanton Town Center Specific Plan Traffic Impact Study Page 29 Table 5. 2050 Cumulative Plus Project Impact Analysis
Delay V/C LOS Delay V/C LOS Delay V/C LOS Delay V/C LOS 1 Cerritos Ave/Beach Blvd Signalized 0.75 C 0.79 C 0.89 D 0.93 E 0.13 0.14 NO NO 2 Main St/Beach Blvd Unsignalized 2047.8* F 1891.4* F 2951.0* F 3096.4* F NO NO 3 Pacific St/Beach Blvd Unsignalized 1508.6* F 1777.6* F 2124.3* F 2872.4* F NO NO 4 Central Ave/Beach Blvd Unsignalized 2236.5* F 1460.9* F 1882.2* F 695.4* F NO NO 5 Katella Ave/Beach Blvd Signalized 0.75 C 0.75 C 0.79 C 0.78 C 0.05 0.03 NO NO 6 Cerritos Ave/Rose St Unsignalized 23.4 C 29.8 D 24.8 C 32.5 D NO NO 7 Cerritos Ave/Court Ave Unsignalized 13.7 B 17.5 C 20.7 C 30.6 D NO NO 8 Cerritos Ave/Fern Ave Unsignalized 28.7 D 36.5 E 46.7 E 103.4 F NO NO 9 Cerritos Ave/Ashdale St Unsignalized 24.4 C 30.2 D 32.2 D 39.9 E NO NO 10 Cerritos Ave/Dale Ave Signalized 0.51 A 0.50 A 0.55 A 0.59 A 0.04 0.10 NO NO 11 Standustrial St/Dale Ave Unsignalized 14.0 B 14.5 B 15.0 B 15.5 C NO NO 12 Katella Ave/Court Ave Unsignalized 22.3 C 24.2 C 20.9 C 24.2 C NO NO *Delays may be lower if drivers make two-stage left turns **Highest lane delay for stop controlled movements at TWSC intersections ***No significant impact because intersection delay is not defined for TWSC Intersection Intersection
Control
2050 Without Project 2050 Cumulative + Project Increase in V/C or Delay(s)
Significant Impact?
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM PM AM PM February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 31
7. VEHICLE MILES TRAVELED
Using the County of Orange screening tool6, the entire project area is shown to be located in a transit priority area (TPA). A TPA is defined as “an area within one-half mile of a major transit stop that is existing or planned, if the planned stop is scheduled to be completed within the planning horizon included in a Transportation Improvement Program.” A major transit stop is defined as “a site containing an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service of 15 minutes or less during the morning and afternoon peak commute periods.” A TPA corridor is one with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours.
If a project is located in a TPA, it is assumed to have a less than significant transportation impact unless the project is inconsistent with the RTP for the area, has a floor area ratio (FAR) less than 0.75, provides an excessive amount of parking, or reduces the number of affordable units.
The City indicated that although the bus lines on Katella Avenue and Beach Boulevard are considered high quality transit corridors, the current bus schedules do not meet the thresholds. However, because this is a long-term project, future plans for transit should be considered when determining whether a project is located in a TPA. Therefore, the County of Orange screening tool was determined to be appropriate for evaluation, and the preliminary screening indicates that the project would be exempt from a Vehicle Miles Traveled (VMT) analysis.
At this stage of development, the FAR and parking are not completed determined.
However, it is estimated that the FAR will be approximately 0.75 for the project area, which meets the requirement for VMT exemption in a TPA. Therefore, it is assumed at this time that the project will result in a less than significant impact on transportation. Future individual development projects within the study area will not necessarily be exempt if they conduct separate VMT screening, but that can be determined at the time of implementation.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 32
8. SUMMARY
This traffic study provided an evaluation of the potential traffic Stanton Town Center Specific Plan. Based on the ITE Trip Generation Manual, 11th Edition, the 156.9-acre Specific Plan area is estimated to generate approximately 9,113 daily trips in the existing year, including 692 trips in the AM peak hour and 1,031 trips in the PM peak hour.
Under existing conditions, the three signalized study intersections are operating at LOS B or better in both peak hours. However, the worst minor-street (stop controlled) movement at the following unsignalized intersections are operating at LOS F in both peak hours:
• Main Street and Beach Boulevard
• Pacific Street and Beach Boulevard
• Central Street and Beach Boulevard
However, in SimTraffic simulations, vehicles are not able to make two-stage left turns at unsignalized divided highway intersections. Therefore, the delays may be lower in reality if drivers make two-stage left-turns at unsignalized intersections.
Under the existing plus project condition, the signalized intersections will continue to operate at LOS D or better. The worst minor-street movement will operate at LOS F at four intersections, including the three which will operate at LOS F under existing conditions and the intersection of Cerritos Avenue and Fern Avenue which would deteriorate from LOS C to LOS F in the PM peak hour with the project. In addition, the intersection of Cerritos Avenue and Ashdale Street will operate at LOS E in the PM peak hour with the project. None of the signalized intersections are expected to meet the City impact threshold, and there is no operational threshold for unsignalized intersections.
In the buildout year of 2050, the proposed project is expected to generate approximately 23,705 daily trips, including 1,845 trips in the AM peak hour and 2,278 trips in the PM peak hour. The three signalized study intersections are expected to operate at LOS D or better for 2050 cumulative conditions without the project in both peak hours. The worst minorstreet movement at the intersection of Cerritos Avenue and Fern Street is expected to operate at LOS E in the PM peak hour.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 33 In addition, the worst minor-street (stop controlled) movement at the following unsignalized intersections are operating at LOS F in both peak hours:
• Main Street and Beach Boulevard
• Pacific Street and Beach Boulevard
• Central Street and Beach Boulevard
Under the 2050 cumulative plus project condition, the signalized intersections are expected to operate at LOS E or better, including two (Katella Avenue/Beach Boulevard and Cerritos Avenue/Dale Avenue) which will operate at LOS C or better in both peak hours. The three minor street movements expected to operate at LOS F without the project will continue to operate at LOS F. Further, the Cerritos Avenue/Fern Avenue minor street movement will deteriorate to LOS E in the AM peak hour and LOS F in the PM peak hour, and the Cerritos Avenue/Ashdale Street intersection will deteriorate to LOS E in the PM peak hour. None of the signalized intersections are expected to meet the City impact threshold, and there is no operational threshold for unsignalized intersections. Therefore, no improvements will be needed.
Although several movements at unsignalized intersections are expected to operate at LOS F in one or both peak hours with or without the project, there are alternative routes that drivers can take if delays become excessive. In addition, drivers can make two-stage left turns using the existing medians and/or two-way left turn lanes, which may further reduce delay beyond what the model reported.
Lastly, the project is located in a Transit Priority Area and is expected to have an FAR of approximately 0.75. Therefore, the project is assumed to have a less than significant impact on transportation, and no further VMT analysis is required at this time. However, it is possible that future developments within the project area will not be exempt and will need to complete a detailed VMT analysis.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Page 34
9. REFERENCE
1 2021 Orange County Congestion Management Program Report. Orange County Transportation Authority, November 2021.
2 Highway Capacity Manual, 6th Edition. Transportation Research Board, October 2016. 3 2022 Master Plan of Arterial Highways. Orange County, California, March 2022. 4 Trip Generation Manual 11th Edition. Institute of Transportation Engineers, 2021. 5 Stanton General Plan Update Environmental Impact Report. RBF Consulting, September 2008. 6 Orange County – VMT Screening Application. https://gis1.lsa.net/ocvmt/, accessed March 2022.
February 2023 Stanton Town Center Specific Plan Traffic Impact Study Appendix A – Traffic Volume Data
National Data & Surveying ServicesIntersection Turning Movement Count Location: Beach Blvd & Cerritos Ave
City: Stanton Project ID:
Control: Signalized Date:
NS/EW Streets:
1 4 0 0 1 4 0 0 1 2 0 0 1 2 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 8 250 12 2 15 407 13 1 21 38 25 0 26 56 15 0 889 7:15 AM 11 293 10 1 18 520 33 0 21 42 25 0 29 56 21 0 1080 7:30 AM 8 330 17 0 16 536 30 2 33 72 34 0 42 81 18 0 1219 7:45 AM 19 393 28 0 20 583 35 3 23 87 26 0 41 78 31 0 1367 8:00 AM 9 284 15 3 26 478 34 4 41 84 32 0 36 98 27 0 1171 8:15 AM 19 316 17 3 17 467 29 3 27 74 21 0 33 55 19 0 1100 8:30 AM 11 313 16 1 18 523 32 2 34 71 31 0 50 60 22 0 1184 8:45 AM 25 305 13 3 14 389 24 0 14 57 36 0 21 68 21 0 990
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 110 2484 128 13 144 3903 230 15 214 525 230 0 278 552 174 0 9000 APPROACH %'s : 4.02% 90.82% 4.68% 0.48% 3.36% 90.94% 5.36% 0.35% 22.08% 54.18% 23.74% 0.00% 27.69% 54.98% 17.33% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 55 1323 77 6 79 2064 128 12 124 317 113 0 152 312 95 0 4857 PEAK HR FACTOR : 0.724 0.842 0.688 0.500 0.760 0.885 0.914 0.750 0.756 0.911 0.831 0.000 0.905 0.796 0.766 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 4 0 0 1 4 0 0 1 2 0 0 1 2 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 25 484 29 4 21 338 23 3 45 112 32 0 37 83 18 0 1254 4:15 PM 33 505 43 3 16 403 41 5 31 86 26 0 32 74 16 0 1314 4:30 PM 28 485 33 2 17 395 33 6 38 91 19 0 34 89 27 0 1297 4:45 PM 18 501 40 5 18 426 33 4 43 107 36 0 28 74 19 0 1352 5:00 PM 29 466 27 1 27 376 37 4 44 101 18 0 30 72 29 0 1261 5:15 PM 30 465 33 2 27 423 25 7 38 108 39 0 37 79 24 0 1337 5:30 PM 33 522 33 1 22 420 36 2 38 98 26 0 32 65 30 0 1358 5:45 PM 28 406 36 0 27 380 30 4 35 99 30 0 35 99 28 0 1237
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 224 3834 274 18 175 3161 258 35 312 802 226 0 265 635 191 0 10410 APPROACH %'s : 5.15% 88.14% 6.30% 0.41% 4.82% 87.10% 7.11% 0.96% 23.28% 59.85% 16.87% 0.00% 24.29% 58.20% 17.51% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 110 1954 133 9 94 1645 131 17 163 414 119 0 127 290 102 0 5308 PEAK HR FACTOR : 0.833 0.936 0.831 0.450 0.870 0.965 0.885 0.607 0.926 0.958 0.763 0.000 0.858 0.918 0.850 0.000 22-010012-001
2/1/2022
04:45 PM - 05:45 PM
0.977 0.936 0.979 0.935 0.927
07:30 AM - 08:30 AM
0.888
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
0.830 0.890 0.882 0.868
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Beach Blvd Beach Blvd Cerritos Ave Cerritos Ave
National Data & Surveying ServicesIntersection Turning Movement Count Location: Beach Blvd & Main St
City: Stanton Project ID:
Control: 2-Way Stop(EB/WB) Date:
NS/EW Streets:
1 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 6 259 6 0 3 464 4 0 1 0 9 0 2 0 3 0 757
7:15 AM 3 318 8 4 3 560 2 0 0 0 8 0 2 0 1 0 909
7:30 AM 2 355 5 2 4 615 3 0 0 0 5 0 0 0 6 0 997
7:45 AM 7 429 10 3 3 637 1 0 0 0 7 0 4 0 2 0 1103
8:00 AM 3 314 7 2 6 547 3 3 0 1 8 0 2 0 1 0 897
8:15 AM 4 338 4 3 4 512 2 1 1 0 3 0 1 0 5 0 878
8:30 AM 4 347 4 5 7 599 4 0 0 0 7 0 4 0 8 0 989
8:45 AM 6 331 3 3 6 435 2 1 0 0 5 0 5 0 3 0 800
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 35 2691 47 22 36 4369 21 5 2 1 52 0 20 0 29 0 7330 APPROACH %'s : 1.25% 96.28% 1.68% 0.79% 0.81% 98.60% 0.47% 0.11% 3.64% 1.82% 94.55% 0.00% 40.82% 0.00% 59.18% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 15 1416 30 11 16 2359 9 3 0 1 28 0 8 0 10 0 3906 PEAK HR FACTOR : 0.536 0.825 0.750 0.688 0.667 0.926 0.750 0.250 0.000 0.250 0.875 0.000 0.500 0.000 0.417 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 12 549 11 8 2 403 3 0 0 0 4 0 3 0 7 0 1002
4:15 PM 5 562 10 4 4 459 5 1 0 0 4 0 4 0 9 0 1067
4:30 PM 8 534 12 9 1 437 3 3 0 0 9 0 2 0 25 0 1043
4:45 PM 10 542 11 6 4 479 12 3 0 0 2 0 1 0 8 0 1078
5:00 PM 14 524 10 7 1 404 5 0 0 0 4 0 2 0 10 0 981
5:15 PM 6 528 8 4 5 503 5 0 0 0 8 0 2 0 12 0 1081
5:30 PM 10 562 12 4 2 462 5 4 1 0 12 0 2 0 8 0 1084
5:45 PM 9 479 8 3 2 433 3 0 1 0 3 0 1 0 6 0 948
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 74 4280 82 45 21 3580 41 11 2 0 46 0 17 0 85 0 8284 APPROACH %'s : 1.65% 95.51% 1.83% 1.00% 0.57% 98.00% 1.12% 0.30% 4.17% 0.00% 95.83% 0.00% 16.67% 0.00% 83.33% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 40 2156 41 21 12 1848 27 7 1 0 26 0 7 0 38 0 4224 PEAK HR FACTOR : 0.714 0.959 0.854 0.750 0.600 0.918 0.563 0.438 0.250 0.000 0.542 0.000 0.875 0.000 0.792 0.000 Data - Totals
Beach Blvd Beach Blvd Main St Main St
0.820 0.931 0.806 0.750
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-002
2/1/2022
04:45 PM - 05:45 PM
0.974 0.960 0.923 0.519 0.804
07:15 AM - 08:15 AM
0.885
National Data & Surveying ServicesIntersection Turning Movement Count Location: Beach Blvd & Pacific St
City: Stanton Project ID:
Control: 2-Way Stop(EB/WB) Date:
NS/EW Streets:
0 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 275 2 0 2 466 0 0 0 0 4 0 3 0 1 0 753
7:15 AM 0 331 2 0 0 563 1 1 0 0 4 0 2 0 4 0 908
7:30 AM 0 372 5 0 1 626 2 2 0 0 4 0 0 0 2 0 1014
7:45 AM 0 432 7 0 1 635 1 1 1 0 4 0 4 0 0 0 1086
8:00 AM 0 335 6 0 2 561 4 0 0 0 4 0 2 0 3 0 917
8:15 AM 0 350 5 0 1 508 1 0 0 0 3 0 0 0 4 0 872
8:30 AM 0 347 2 0 0 602 2 1 1 0 3 0 0 0 3 0 961
8:45 AM 0 344 1 0 0 458 0 1 0 0 4 0 4 0 1 0 813
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 2786 30 0 7 4419 11 6 2 0 30 0 15 0 18 0 7324 APPROACH %'s : 0.00% 98.93% 1.07% 0.00% 0.16% 99.46% 0.25% 0.14% 6.25% 0.00% 93.75% 0.00% 45.45% 0.00% 54.55% 0.00% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 0 1470 20 0 4 2385 8 4 1 0 16 0 8 0 9 0 3925 PEAK HR FACTOR : 0.000 0.851 0.714 0.000 0.500 0.939 0.500 0.500 0.250 0.000 1.000 0.000 0.500 0.000 0.563 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0 563 6 0 3 415 4 2 0 0 5 0 4 0 6 0 1008
4:15 PM 0 584 3 0 1 460 0 2 0 0 7 0 1 0 1 0 1059
4:30 PM 0 550 4 0 3 459 1 4 0 0 7 0 5 0 5 0 1038
4:45 PM 0 574 7 0 3 474 1 1 1 0 4 0 0 0 2 0 1067
5:00 PM 0 547 0 0 2 421 1 0 1 0 11 0 2 0 5 0 990
5:15 PM 0 528 3 0 0 500 2 4 0 0 5 0 3 0 4 0 1049
5:30 PM 0 592 2 0 0 460 4 3 0 0 3 0 1 0 4 0 1069
5:45 PM 0 474 2 1 2 443 0 3 2 0 1 0 3 0 1 0 932
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 4412 27 1 14 3632 13 19 4 0 43 0 19 0 28 0 8212 APPROACH %'s : 0.00% 99.37% 0.61% 0.02% 0.38% 98.75% 0.35% 0.52% 8.51% 0.00% 91.49% 0.00% 40.43% 0.00% 59.57% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 0 2241 12 0 5 1855 8 8 2 0 23 0 6 0 15 0 4175 PEAK HR FACTOR : 0.000 0.946 0.429 0.000 0.417 0.928 0.500 0.500 0.500 0.000 0.523 0.000 0.500 0.000 0.750 0.000 Data - Totals
Beach Blvd Beach Blvd Pacific St Pacific St
0.849 0.941 0.850 0.708
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-003
2/1/2022
04:45 PM - 05:45 PM
0.976 0.948 0.927 0.521 0.750
07:15 AM - 08:15 AM
0.904
National Data & Surveying ServicesIntersection Turning Movement Count Location: Beach Blvd & Central Ave
City: Stanton Project ID:
Control: 2-Way Stop(EB/WB) Date:
NS/EW Streets:
1 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 250 0 0 6 450 3 0 2 0 2 0 0 0 1 0 714
7:15 AM 0 302 1 0 6 552 3 0 7 0 6 0 0 0 3 0 880
7:30 AM 1 351 0 0 1 602 2 0 2 0 8 0 2 0 1 0 970
7:45 AM 0 425 0 0 4 621 2 0 2 0 5 0 0 0 2 0 1061
8:00 AM 0 359 0 0 6 558 12 0 4 0 8 0 0 0 1 0 948
8:15 AM 2 347 0 0 4 528 5 0 0 0 3 0 0 0 0 0 889
8:30 AM 0 350 0 0 2 579 5 0 2 0 2 0 1 0 2 0 943
8:45 AM 2 328 0 0 1 451 3 0 2 0 5 0 0 0 0 0 792
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 5 2712 1 0 30 4341 35 0 21 0 39 0 3 0 10 0 7197 APPROACH %'s : 0.18% 99.78% 0.04% 0.00% 0.68% 98.52% 0.79% 0.00% 35.00% 0.00% 65.00% 0.00% 23.08% 0.00% 76.92% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 3 1482 0 0 15 2309 21 0 8 0 24 0 2 0 4 0 3868 PEAK HR FACTOR : 0.375 0.872 0.000 0.000 0.625 0.930 0.438 0.000 0.500 0.000 0.750 0.000 0.250 0.000 0.500 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 4 0 0 1 4 0 0 0 1 0 0 0 1 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 5 548 1 0 0 424 7 3 1 0 7 0 0 0 2 0 998
4:15 PM 4 555 2 2 2 429 9 3 5 0 10 0 0 0 3 0 1024
4:30 PM 5 516 4 0 2 476 4 3 2 0 6 0 0 0 2 0 1020
4:45 PM 4 536 5 1 2 455 11 4 1 0 8 0 0 0 8 0 1035
5:00 PM 6 542 2 4 2 451 7 1 1 0 4 0 0 0 7 0 1027
5:15 PM 5 498 0 1 4 469 8 3 1 0 6 0 0 0 4 0 999
5:30 PM 4 561 2 2 1 484 6 1 0 0 7 0 0 0 4 0 1072
5:45 PM 6 502 0 1 2 458 7 2 3 0 9 0 0 0 5 0 995
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 39 4258 16 11 15 3646 59 20 14 0 57 0 0 0 35 0 8170 APPROACH %'s : 0.90% 98.47% 0.37% 0.25% 0.40% 97.49% 1.58% 0.53% 19.72% 0.00% 80.28% 0.00% 0.00% 0.00% 100.00% 0.00% PEAK HR : 04:45 PM 292 0 0 TOTAL
PEAK HR VOL : 19 2137 9 8 9 1859 32 9 3 0 25 0 0 0 23 0 4133 PEAK HR FACTOR : 0.792 0.952 0.450 0.500 0.563 0.960 0.727 0.563 0.750 0.000 0.781 0.000 0.000 0.000 0.719 0.000 Data - Totals
Beach Blvd Beach Blvd Central Ave Central Ave
0.874 0.935 0.667 0.500
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-004
2/1/2022
04:45 PM - 05:45 PM
0.964 0.955 0.970 0.778 0.719
07:30 AM - 08:30 AM
0.911
National Data & Surveying ServicesIntersection Turning Movement Count Location: Beach Blvd & Katella Ave
City: Stanton Project ID:
Control: Signalized Date:
NS/EW Streets:
2 4 0 0 2 4 0 0 2 3 1 0 2 3 1 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 24 233 24 11 36 400 33 1 21 82 29 1 44 98 15 0 1052 7:15 AM 42 271 40 7 27 494 52 0 30 102 34 0 53 135 34 1 1322 7:30 AM 60 297 103 10 38 512 45 0 43 152 44 2 68 167 32 0 1573 7:45 AM 67 360 71 14 53 510 53 1 30 118 31 3 45 158 30 0 1544 8:00 AM 42 291 51 12 45 451 53 1 30 129 23 1 53 147 32 0 1361 8:15 AM 44 282 43 23 47 448 50 1 34 81 35 1 63 110 35 0 1297 8:30 AM 33 266 36 6 46 475 43 0 38 106 35 0 40 114 32 0 1270 8:45 AM 55 282 47 6 29 372 36 3 30 86 34 4 46 110 28 1 1169
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 367 2282 415 89 321 3662 365 7 256 856 265 12 412 1039 238 2 10588 APPROACH %'s : 11.64% 72.38% 13.16% 2.82% 7.37% 84.09% 8.38% 0.16% 18.43% 61.63% 19.08% 0.86% 24.36% 61.44% 14.07% 0.12% PEAK HR : 07:15 AM 38 0 0 TOTAL
PEAK HR VOL : 211 1219 265 43 163 1967 203 2 133 501 132 6 219 607 128 1 5800 PEAK HR FACTOR : 0.787 0.847 0.643 0.768 0.769 0.960 0.958 0.500 0.773 0.824 0.750 0.500 0.805 0.909 0.941 0.250 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 2 4 0 0 2 4 0 0 2 3 1 0 2 3 1 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 55 449 64 18 39 336 35 6 74 159 49 2 49 137 43 0 1515 4:15 PM 53 435 47 25 42 362 42 7 57 171 48 3 58 107 45 0 1502 4:30 PM 65 419 58 10 38 381 58 1 66 202 46 3 52 139 46 1 1585 4:45 PM 54 394 60 13 46 357 34 3 80 192 49 2 71 145 52 0 1552 5:00 PM 60 439 55 11 31 420 38 2 60 184 64 1 61 128 32 0 1586 5:15 PM 60 411 53 19 37 373 31 4 62 168 56 1 60 164 48 0 1547 5:30 PM 71 459 49 19 43 425 45 3 55 144 41 1 54 125 33 0 1567 5:45 PM 60 415 54 19 20 382 37 3 56 166 50 3 37 119 42 1 1464
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 478 3421 440 134 296 3036 320 29 510 1386 403 16 442 1064 341 2 12318 APPROACH %'s : 10.69% 76.48% 9.84% 3.00% 8.04% 82.48% 8.69% 0.79% 22.03% 59.87% 17.41% 0.69% 23.90% 57.54% 18.44% 0.11% PEAK HR : 04:30 PM 291 0 0 TOTAL
PEAK HR VOL : 239 1663 226 53 152 1531 161 10 268 746 215 7 244 576 178 1 6270 PEAK HR FACTOR : 0.919 0.947 0.942 0.697 0.826 0.911 0.694 0.625 0.838 0.923 0.840 0.583 0.859 0.878 0.856 0.250 Data - Totals
Beach Blvd Beach Blvd Katella Ave Katella Ave
0.849 0.946 0.801 0.894
AM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
PM
NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
22-010012-005
2/1/2022
04:30 PM - 05:30 PM
0.988 0.965 0.944 0.957 0.918
07:15 AM - 08:15 AM
0.922
National Data & Surveying ServicesIntersection Turning Movement Count Location: Ashdale St & Cerritos Ave
City: Stanton Project ID:
Control: 2-Way Stop(NB/SB) Date:
NS/EW Streets:
0 1 0 0 0 1 0 0 1 2 0 0 1 2 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 0 2 0 0 0 2 0 0 67 1 0 1 88 0 1 162
7:15 AM 0 0 0 0 2 0 3 0 2 76 1 0 1 103 1 0 189
7:30 AM 1 0 0 0 2 0 1 0 0 129 2 0 0 140 0 0 275
7:45 AM 2 0 10 2 6 0 5 0 2 135 2 0 8 173 3 2 350
8:00 AM 3 0 8 0 2 0 2 0 2 128 5 0 7 196 1 6 360
8:15 AM 0 0 1 0 1 0 2 0 0 120 1 0 1 115 2 0 243
8:30 AM 0 0 2 0 0 0 0 0 0 106 2 2 0 130 3 1 246
8:45 AM 0 0 0 0 2 0 3 0 2 106 2 0 0 89 0 0 204
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 6 0 23 2 15 0 18 0 8 867 16 2 18 1034 10 10 2029 APPROACH %'s : 19.35% 0.00% 74.19% 6.45% 45.45% 0.00% 54.55% 0.00% 0.90% 97.09% 1.79% 0.22% 1.68% 96.46% 0.93% 0.93% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 6 0 19 2 11 0 10 0 4 512 10 0 16 624 6 8 1228 PEAK HR FACTOR : 0.500 0.000 0.475 0.250 0.458 0.000 0.500 0.000 0.500 0.948 0.500 0.000 0.500 0.796 0.500 0.333 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 1 0 0 1 2 0 0 1 2 0 0
NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 2 0 2 0 2 0 3 0 3 148 0 1 0 147 6 0 314
4:15 PM 0 0 0 0 1 0 0 0 1 174 0 1 0 118 3 1 299
4:30 PM 3 0 6 0 2 1 5 0 5 195 0 3 2 144 5 0 371
4:45 PM 2 0 0 0 1 0 3 0 3 145 0 1 1 131 3 0 290
5:00 PM 2 0 0 0 4 0 3 0 1 163 0 1 1 117 3 0 295
5:15 PM 2 0 0 0 3 0 2 0 4 172 0 1 1 108 4 0 297
5:30 PM 2 0 1 1 2 1 2 0 3 157 1 2 0 143 2 0 317
5:45 PM 0 0 2 0 4 0 3 0 2 143 1 0 1 133 3 0 292