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WQMP2021-0003
Whitewater River Region WQMP Project Specific Final Water Quality Management Plan For: SilverRock Resort (PM 37730) – Montage Residential 79-179 Ahmanson Lane, La Quinta, CA 92253 DEVELOPMENT NO. PM 37730 DESIGN REVIEW NO. - Prepared for: SilverRock Phase 1, LLC Robert S. Green, Jr. 343 4th Avenue San Diego, CA 92101 Telephone: 760-634-6543 Prepared by: Prasad Kasturi, P.E. Project Manager Michael Baker International 75410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 Telephone: 760-346-7481 Original Date Prepared: May 12, 2021 Revision Date(s): June 12, 2021 Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 May 2021 1-i Contents SECTIONS PAGE I. Project Description ......................................................................................................................... 1 II. Site Characterization ..................................................................................................................... 5 III. Pollutants of Concern..................................................................................................................... 7 IV. Hydrologic Conditions of Concern .............................................................................................. 8 V. Best Management Practices .......................................................................................................... 9 V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPS ...... 9 V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS ................................. 11 V.1.B TREATMENT CONTROL BMPS ................................................................................ 17 V.1.C MEASURABLE GOAL SUMMARY ............................................................................. 19 V.2 SOURCE CONTROL BMPS ................................................................................................. 20 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES ............................................ 23 V.4 REGIONALLY-BASED BMPS ............................................................................................. 23 VI. Operation and Maintenance Responsibility for BMPs .......................................................... 24 VII. Funding .......................................................................................................................................... 26 TABLES TABLE 1. POLLUTANT OF CONCERN SUMMARY 7 TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT OF CONCERN REMOVAL EFFICIENCY 10 TABLE 3. IMPLEMENTATION OF SITE DESIGN BMP CONCEPTS 12 TABLE 4. LID/SITE DESIGN BMPS MEETING THE LID/SITE DESIGN MEASURABLE GOAL 16 TABLE 5: TREATMENT CONTROL BMP SUMMARY 18 TABLE 6: MEASURABLE GOAL SUMMARY 19 TABLE 7. SOURCE CONTROL BMPS 20 APPENDICES A. CONDITIONS OF APPROVAL – CITY COUNCIL RESOLUTION NO. 2017-056, DATED: 11/07/2017 B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDROLOGIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS E. SOILS REPORT (IF APPLICABLE) – BY: SLADDEN ENGINEERING, REPORT NO. 544-14059/18-04-187, DATED: 11/12/2018 F. STRUCTURAL BMP AND/OR RETENTION FACILITY SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS – CC&RS, COVENANT AND AGREEMENTS, BMP MAINTENANCE AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT-SPECIFIC WQMP H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS I. PROJECT-SPECIFIC WQMP SUMMARY DATA FORM Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 May 2021 1-1 I. Project Description Project Owner: SilverRock Phase 1, LLC 343 4th Avenue San Diego, CA 92101 Phone: 760-634-6543 WQMP Preparer: Michael Baker International 75410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 Phone: 760-346-7481 Project Site Address: 79-179 Ahmanson Lane, La Quinta, CA 92253 Planning Area/ Coachella Valley Planning Area Community Name/ City of La Quinta Development Name: Montage Residential APN Number(s): 777-490-038, 776-150-028 Latitude & Longitude: 33.671293, -116.284681 Receiving Water: Coachella Valley Stormwater Channel Project Site Size: 12.6 Acres Standard Industrial Classification (SIC) Code: 1521 (denotes a residential project) Formation of Home Owners' Association (HOA) or Property Owners Association (POA): Y N Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 May 2021 1-2 Additional Permits/Approvals required for the Project: AGENCY Permit required State Department of Fish and Wildlife, Fish and Game Code §1602 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Certification Y N US Army Corps of Engineers, CWA Section 404 permit Y N US Fish and Wildlife, Endangered Species Act Section 7 biological opinion Y N Statewide Construction General Permit Coverage Y N Statewide Industrial General Permit Coverage Y N Other (please list in the space below as required) City of La Quinta Grading Permit Y N City of La Quinta Building Permit Y N Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 May 2021 1-3 This report prepared by Michael Baker International for SilverRock Development Company LLC., addresses the Montage Residential (PM 37730) project. The project is located at 79-179 Ahmanson Lane, La Quinta, CA 92253, in the City of La Quinta. The site is approximately 12.6 acres and includes 29 lots of residential single-family homes, associated road and related site improvements. All lot drainage will be collected in area drain basins and will flow to the private street in storm drain piping. The open space areas will sheet flow to the private street. All storm drainage flows in the street will be collected in two catch basins and piped to the existing golf course lake west of the project that will retain the 100-year storm events. All piping systems in the lots and street collection are design to handle 100-year storm events Typical activities associated with this type of residential development include incoming and outgoing vehicle traffic, parking, landscape irrigation and maintenance. The potential pollutants generated by this land use type include sediments, nutrients, trash and debris, bacteria and viruses and oil and grease. Appendix A of this project specific WQMP includes a complete copy of the final Conditions of Approval. See Appendix B for Project Vicinity Map, WQMP Site Plan, and Receiving Waters Map. Appendix B of this project specific WQMP includes: a. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail; and b. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features: Location and identification of all structural BMPs, including Source Control, LID/Site Design and Treatment Control BMPs. Landscaped areas. Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.). Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.). Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation. Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated. Location(s) of Receiving Waters to which the project directly or indirectly discharges. Location of points where onsite (or tributary offsite) flows exit the property/project site. Delineation of proposed drainage area boundaries, including tributary offsite areas, for each location where flows exit the project site and existing site (where existing site flows are required to be addressed). Each tributary area should be clearly denoted. Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 May 2021 1-4 Pre- and post-project topography. Appendix I is a one-page form that summarizes pertinent information relative to this project- specific WQMP. Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 May 2021 1-5 II. Site Characterization Land Use Designation or Zoning: RM= Medium Residential Current Property Use: Vacant Proposed Property Use: Residential Single-Family Homes Availability of Soils Report: Y N Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E. Phase 1 Site Assessment: Y N Note: If prepared, attached remediation summary and use restrictions in Appendix H. Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 May 2021 1-6 Receiving Waters for Urban Runoff from Site Receiving Waters EPA Approved 303(d) List Impairments Designated Beneficial Uses Proximity to RARE Beneficial Use Designated Receiving Waters Coachella Valley Stormwater Channel Pathogens, Toxaphene, Dieldrin, DDT, PCBs, Nitrogen, Ammonia (Total Ammonia) , and Toxicity FRSH, REC I, REC II, WARM, WILD & RARE +/- 4 Miles Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 May 2021 1-7 III. Pollutants of Concern Table 1. Pollutant of Concern Summary Pollutant Category Potential for Project and/or Existing Site Causing Receiving Water Impairment Bacteria/Virus/Pathogens YES YES Heavy Metals NO NO Nutrients YES NO Toxic Organic Compounds NO NO Sediment/Turbidity YES NO Trash & Debris YES NO Oil & Grease YES NO Other (Toxaphene): NO YES Other (Dieldrin): NO YES Other (DDT): NO YES Other (PCBs) NO YES Nitrogen, Ammonia (Total Ammonia) NO YES Toxicity NO YES NOTE: TOXAPHENE, DIELDRIN, DDT, AND PCBs ARE BANNED SUBSTANCES IN THE UNITED STATES. Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 May 2021 1-8 IV. Hydrologic Conditions of Concern Local Jurisdiction Requires On-Site Retention of Urban Runoff: Yes The project will be required to retain urban runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater"). This section does not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F. No This section must be completed. This Project meets the following condition: Condition A: 1) Runoff from the Project is discharged directly to a publicly-owned, operated and maintained MS4 or engineered and maintained channel, 2) the discharge is in full compliance with local land use authority requirements for connections and discharges to the MS4 (including both quality and quantity requirements), 3) the discharge would not significantly impact stream habitat in proximate Receiving Waters, and 4) the discharge is authorized by the local land use authority. Condition B: The project disturbs less than 1 acre and is not part of a larger common plan of development that exceeds 1 acre of disturbance. The disturbed area calculation must include all disturbances associated with larger plans of development. Condition C: The project's runoff flow rate, volume, velocity and duration for the post-development condition do not exceed the pre-development condition for the 2- year, 24-hour and 10-year 24-hour rainfall events. This condition can be achieved by, where applicable, complying with the local land use authority's on-site retention ordinance, or minimizing impervious area on a site and incorporating other Site- Design BMP concepts and LID/Site Design BMPs that assure non-exceedance of pre-development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the local land use authority. None: Refer to Section 3.4 of the Whitewater River Region WQMP Guidance document for additional requirements. Supporting engineering studies, calculations, and reports are included in Appendix C. 2 year – 24 hour 10 year – 24 hour Precondition Post-condition Precondition Post-condition Discharge (cfs) Velocity (fps) Volume (cubic feet) Duration (minutes) Whitewater River Region WQMP Montage Residential May 2021 1-9 V. Best Management Practices This project implements Best Management Practices (BMPs) to address the Pollutants of Concern that may potentially be generated from the use of the Project site plus existing site area(s). These BMPs have been selected and implemented to comply with Section 3.5 of the WQMP Guidance document, and consist of Site Design BMP concepts, Source Control, LID/Site Design and, if/where necessary, Treatment Control BMPs as described herein. V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPS Local Jurisdiction Requires On-Site Retention of Urban Runoff: Yes The project will be required to retain Urban Runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater). The LID/Site Design measurable goal has thus been met (100%), and Sections V.1.A and V.1.B do not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F, and '100%' should be entered into Column 3 of Table 6 below. No Section V.1 must be completed. This section of the Project-Specific WQMP documents the LID/Site Design BMPs and, if/where necessary, the Treatment Control BMPs that will be implemented on the project to meet the requirements detailed within Section 3.5.1 of the WQMP Guidance document. Section 3.5.1 includes requirements to implement Site Design Concepts and BMPs, and includes requirements to address Pollutants of Concern with BMPs. Further, sub-section 3.5.1.1 specifically requires that Pollutants of Concern be addressed with LID/Site Design BMPs to the extent feasible. LID/Site Design BMPs are those BMPs listed within Table 2 below which promote retention and/or feature a natural treatment mechanism; off-site and regionally-based BMPs are also LID/Site Design BMPs, and therefore count towards the measurable goal, if they fit these criteria. This project incorporates LID/Site Design BMPs to fully address the Treatment Control BMP requirement where and to the extent feasible. If and where it has been acceptably demonstrated to the local land use authority that it is infeasible to fully meet this requirement with LID/Site Design BMPs, Section V.1.B (below) includes a description of the conventional Treatment Control BMPs that will be substituted to meet the same requirements. In addressing Pollutants of Concern, BMPs are selected using Table 2 below. Whitewater River Region WQMP Montage Residential May 2021 1-10 Table 2. BMP Selection Matrix Based Upon Pollutant of Concern Removal Efficiency (1) (Sources: Riverside County Flood Control & Water Conservation District Design Handbook for Low Impact Development Best Management Practices, dated September 2011, the Orange County Technical Guidance Document for Water Quality Management Plans, dated May 19, 2011, and the Caltrans Treatment BMP Technology Report, dated April 2010 and April 2008) Pollutant of Concern Landscape Swale2, 3 Landscape Strip2, 3 Biofiltration (with underdrain)2, 3 Extended Detention Basin2 Sand Filter Basin2 Infiltration Basin2 Infiltration Trench2 Permeable Pavement2 Bioretention (w/o underdrain)2, 3 Other BMPs Including Proprietary BMPs4, 6 Sediment & Turbidity M M H M H H H H H Varies by Product5 Nutrients L/M L/M M L/M L/M H H H H Toxic Organic Compounds M/H M/H M/H L L/M H H H H Trash & Debris L L H H H H H L H Bacteria & Viruses (also: Pathogens) L M H L M H H H H Oil & Grease M M H M H H H H H Heavy Metals M M/H M/H L/M M H H H H Abbreviations: L: Low removal efficiency M: Medium removal efficiency H: High removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Expected performance when designed in accordance with the most current edition of the document, "Riverside County, Whitewater River Region Stormwater Quality Best Management Practice Design Handbook". (3) Performance dependent upon design which includes implementation of thick vegetative cover. Local water conservation and/or landscaping requirements should be considered; approval is based on the discretion of the local land use authority. (4) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP (including proprietary filters, hydrodynamic separators, inserts, etc.), or newly developed/emerging stormwater treatment technologies. (5) Expected performance should be based on evaluation of unit processes provided by BMP and available testing data. Approval is based on the discretion of the local land use authority. (6) When used for primary treatment as opposed to pre-treatment, requires site-specific approval by the local land use authority. Whitewater River Region WQMP Montage Residential May 2021 1-11 V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS* This section documents the Site Design BMP concepts and LID/Site Design BMPs that will be implemented on this project to comply with the requirements detailed in Section 3.5.1 of the WQMP Guidance document. Table 3 herein documents the implementation of the Site Design BMP Concepts described in sub-sections 3.5.1.3 and 3.5.1.4. Table 4 herein documents the extent to which this project has implemented the LID/Site Design goals described in sub-section 3.5.1.1. *(NOTE: Sections V.1.A and V.1.B do not need to be completed since flow is retained onsite) Whitewater River Region WQMP Montage Residential May 2021 1-15 Project Site Design BMP Concepts: All lot drainage will be collected in area drain basins and will flow to the private street in storm drain piping. The open space areas will sheet flow to the private street. All storm drainage flows in the street will be collected in two catch basins and piped to the existing golf course lake to the west of the project. All piping systems in the lots and street collection are design to handle 100- year storm events. This project will utilize the existing lake west of the project site to retain the 100% 100-year “pre- developed” and “post-developed” conditions. Hence, it satisfies the local ordinance requirement for 100% on-site retention for the 100-year, 24-hour storm event. Alternative Project Site Design BMP Concepts: N/A Whitewater River Region WQMP Montage Residential May 2021 1-17 V.1.B TREATMENT CONTROL BMPS* Conventional Treatment Control BMPs shall be implemented to address the project's Pollutants of Concern as required in WQMP Section 3.5.1 where, and to the extent that, Section V.1.A has demonstrated that it is infeasible to meet these requirements through implementation of LID/Site Design BMPs. The LID/Site Design BMPs described in Section V.1.A of this project-specific WQMP completely address the 'Treatment Control BMP requirement' for the entire project site (and where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP Guidance document. Supporting documentation for the sizing of these LID/Site Design BMPs is included in Appendix F. *Section V.1.B does not need to be completed since flow is retained onsite . The LID/Site Design BMPs described in Section V.1.A of this project-specific WQMP do NOT completely address the 'Treatment Control BMP requirement' for the entire project site (or where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP. *Section V.1.B does not need to be completed since flow is retained onsite . Whitewater River Region WQMP Montage Residential May 2021 1-19 V.1.C MEASURABLE GOAL SUMMARY This section documents the extent to which this project has met the measurable goal described in WQMP Section 3.5.1.1 of addressing 100% of the project's 'Treatment Control BMP requirement' with LID/Site Design BMPs. Projects required to retain Urban Runoff onsite in conformance with local ordinance are considered to have met the measurable goal; for these instances, '100%' is entered into Column 3 of the Table. Table 6: Measurable Goal Summary (1) (2) (3) Total Area Treated with LID/Site Design BMPs Total Area Treated with Treatment Control BMPs % of Treatment Control BMP Requirement addressed with LID/Site Design BMPs (Last row of Table 4) (Last row of Table 5) 12.6 AC N/A 100% Whitewater River Region WQMP Montage Residential May 2021 1-20 V.2 SOURCE CONTROL BMPS This section identifies and describes the Source Control BMPs applicable and implemented on this project. Table 7. Source Control BMPs BMP Name Check One If not applicable, state brief reason Included Not Applicable Non-Structural Source Control BMPs Education for Property Owners, Operators, Tenants, Occupants, or Employees Activity Restrictions Irrigation System and Landscape Maintenance Common Area Litter Control Street Sweeping Private Streets and Parking Lots Drainage Facility Inspection and Maintenance Structural Source Control BMPs Storm Drain Inlet Stenciling and Signage Landscape and Irrigation System Design Protect Slopes and Channels Provide Community Car Wash Racks No car wash racks Properly Design*: Fueling Areas No Fueling Areas Air/Water Supply Area Drainage No Air/Water Supply Area Drainage area Trash Storage Areas No Trash Storage Areas Loading Docks No Loading Docks Maintenance Bays No Maintenance Bays Vehicle and Equipment Wash Areas No Wash Areas Outdoor Material Storage Areas No Outdoor Storage Areas Outdoor Work Areas or Processing Areas No Outdoor Work or Processing Areas Provide Wash Water Controls for Food Preparation Areas No Food Preparation Areas *Details demonstrating proper design must be included in Appendix F. Whitewater River Region WQMP Montage Residential May 2021 1-21 See attached Source Control BMP’s for Implementation. Non-Structural Source Control BMPs: Education for Property Owners, Operators, Tenants, Occupants, or Employees: Educational brochures and a copy of the Water Quality Management Plan will be supplied and stored on site. Activity Restrictions: As dictated by Property owners. In addition, Littering shall be prohibited. Blowing, sweeping or hosing debris into streets will not be permitted. Irrigation System and Landscape Maintenance: 24-hour onsite maintenance staff will provide ongoing irrigation system inspection and maintenance to ensure that timers and smart controllers are working as desired (SD-10, and SD-11, refer to Appendix C regarding maintenance and inspection requirements). Common Area Litter Control: 24-hour onsite maintenance staff will provide ongoing inspection of common areas to ensure that litter and trash are not excessive in common areas. Street Sweeping Private Streets and Parking Lots: 24-hour onsite maintenance staff will provide maintenance for streets and parking lots. Parking lots will be cleaned as needed, including prior to the start of the rainy season (Oct.1st). Drainage Facility Inspection and Maintenance: Regular inspection should occur before the wet season begins (September) and after the wet season (April) ends. Performance inspections should occur after rainfall events greater than 0.5 inches or any rainfall that fills the basins. Any structures that are observed to be damaged shall be repaired. Any sediment accumulation over 18” or fills 25 percent of the basin volume (whichever is greater) should be removed. Additionally, if there is standing water in the basin during the dry season, the basin should be drained. If the basin cannot be drained, or if standing water persists, notify vector control. Rodent infestation, trash, debris or litter present in the basins shall be monitored and removed. (TC-11, TC-20, refer to Appendix C regarding maintenance and inspection requirements) Structural Source Control BMPs: Slope and Channel Protection: 24-hour onsite maintenance staff will stabilize disturbed slopes as quickly as possible, control and treat flows in landscaping and or/ other controls prior to reaching existing natural drainage systems, maintain native and drought tolerant vegetation of slopes, convey runoff safely from tops of slopes and stabilize temporary and permanent channel crossings as quickly as possible, and ensure that increases in run-off velocity and frequency caused by the project do not erode the channel or slope. (SD-13, refer to Appendix C regarding maintenance and inspection requirements.) Landscape and Irrigation System Design: Landscape and Irrigation shall be designed to meet the local drought tolerant requirements thus reducing overspray and unnecessary nuisance flows. (SD-10, and SD-12, refer to Appendix C regarding maintenance and inspection requirements.) Whitewater River Region WQMP Montage Residential May 2021 1-22 MS4 Stenciling and Signage: Stenciling and signage will be provided (where practical) and maintained for the onsite storm drains by the 24-hour onsite maintenance staff. (SD-13, refer to Appendix C regarding maintenance and inspection requirements). Appendix D includes copies of the educational materials (described in Section 3.5.2.1 of the WQMP Guidance document) that will be used in implementing this project-specific WQMP. Whitewater River Region WQMP Montage Residential May 2021 1-23 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES N/A V.4 REGIONALLY-BASED BMPS The existing lake west of the project site will retain 100% of the 100-year storm events is will be considered a “Regionally-Based Retention Basin”. Whitewater River Region WQMP Montage Residential May 2021 1-24 VI. Operation and Maintenance Responsibility for BMPs Appendix G of this project-specific WQMP includes copies of Covenant and Agreements, BMP Maintenance Agreement and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements. Wet Ponds: O and M Activities Schedule and Frequency 1. Inspect all inlets and outlets to the pond area. Make sure outlets are free of burrows, debris and sediment. Inspect outlets for sediment accumulation and clean and remove trash when encountered. Inspect prior to the rainy season (September) and after the rainy season (April). Inspect prior and after all rain events. 2. Inspect pond and remove debris when encountered, maintain emergent and perimeter shoreline vegetation as well as site and road access to facilitate vector surveillance and control activities. Remove accumulated trash and debris in the basin at the middle and end of the wet season. The frequency of this activity may be altered to meet specific site conditions and aesthetic considerations. 3. Where permitted by the Department of Fish and Game or other agency regulations, stock wet ponds regularly with mosquito fish to enhance natural mosquito and midge control. An annual vegetation harvest in summer appears to be optimum, in that it is after the bird breeding season, mosquito fish can provide the needed control until vegetation reaches late summer density, and there is time for regrowth for runoff treatment purposes before the wet season. In certain cases, more frequent plant harvesting may be required by local vector control agencies. Irrigation System and Landscape: O and M Activities Schedule and Frequency 4. Inspect and repair broken sprinklers. Inspect weekly and replace immediately 5. Repair broken water lines. Inspect daily and repair immediately. 6. Inspect irrigated areas for signs of erosion and/ or discharge Inspect weekly repair source of erosion or discharge immediately. Street Sweeping Private Streets and Parking Lots: O and M Activities Schedule and Frequency 7. Inspect Storage Area for tracked sediment or blow sand. Visible sediment tracking should be swept immediately. Inspect monthly. Sweeping operations should occur as needed. Whitewater River Region WQMP Montage Residential May 2021 1-25 8. Adjust brooms frequently; maximize efficiency of sweeping efforts As needed. Protect Slopes and Channels O and M Activities Schedule and Frequency 9. Inspect slopes Inspect monthly to ensure that slopes and vegetation isn’t disturbed, if they are repair immediately. Responsible Party: SilverRock Phase 1, LLC 343 4th Avenue San Diego, CA 92024 (760)777-7045 Contact: Robert S. Green, Jr. Note: Sediment, other pollutants, and all other waste shall be properly disposed of in a licensed landfill or by another appropriate disposal method in accordance with local, state, and federal regulations. The owner (who usually hires a maintenance company) will be the responsible party for all O&M activities, including inspections and record keeping for a minimum of 50 years. This maintenance company has not been appointed, nor will it be appointed during the entitlement phase. Whitewater River Region WQMP Montage Residential May 2021 1-26 Funding The Property title holder shall carry primary responsibility for the initial funding of installations, design and implementation of site specific BMP’s. Ongoing inspections, routine maintenance, and some instances of reactionary maintenance shall be funded by the property owner, in such that he will make an agreement with contractors, tenants, or other parties in direct access and knowledge of the property to pay for any and all aspects of the necessary maintenance and inspections. Continued funding for ongoing inspections and maintenance shall be passed to any and all future title holders and awareness must be made of this obligation in conjunction with the title. In addition, any future property owners, managers, tenants, or contractors must be made aware of the sites structural BMP’s and have access to their associated educational materials that are to be kept on site, within the site’s respective building as well as held by the property owner, and title company or others who may possess the title or deed to the property. Any amended versions of the funding declaration may be submitted to all applicable parties in the future, should such an action be warranted. All changes must be submitted for review by the SilverRock Phase 1, LLC, as per their standards and requirements for altering this document. Appendix G of this project-specific WQMP also includes copies of Covenants and Agreements, BMP Maintenance Agreement and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements. Property Owner: SilverRock Phase 1, LLC 343 4th Avenue San Diego, CA 92101 Telephone: 760-634-6543 Contact Person: Robert S. Green, Jr. Whitewater River Region WQMP Montage Residential Appendix A Conditions of Approval City Planning Commission Resolution No. 2019-012 Dated: 12/10/2019 PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 1 of 16 GENERAL 1. The applicant agrees to defend, indemnify and hold harmless the City of La Quinta (“City”), its agents, officers and employees from any claim, action or proceeding to attack, set aside, void, or annul the approval of this Tentative Tract Map, or any Final Map recorded thereunder. The City shall have sole discretion in selecting its defense counsel. The City shall promptly notify the applicant of any claim, action or proceeding and shall cooperate fully in the defense. 2. This Tentative Tract Map, and any Final Map recorded thereunder, shall comply with the requirements and standards of Government Code §§ 66410 through 66499.58 (the “Subdivision Map Act”), and Chapter 13 of the La Quinta Municipal Code (“LQMC”). The City of La Quinta’s Municipal Code can be accessed on the City’s Web Site at www.la-quinta.org. 3. Tentative Tract Map No. 37730 shall comply with all applicable conditions and/or mitigation measures for the following related approval(s): SDP 2016-0005 and SDP 2016-0009 Tentative Parcel Map 37207 Environmental Assessment 2014-1003 In the event of any conflict(s) between approval conditions and/or provisions of these approvals, the Design and Development Director shall adjudicate the conflict by determining the precedence. 4. Prior to the issuance of any grading, construction, or building permit by the City, the applicant shall obtain any necessary clearances and/or permits from the following agencies, if required: • Riverside County Fire Marshal • La Quinta Public Works Department (Grading Permit, Green Sheet (Development Services Clearance) for Building Permits, Water Quality Management Plan (WQMP) Exemption Form – Whitewater River Region, Improvement Permit) • La Quinta Design and Development Department • Riverside Co. Environmental Health Department • Desert Sands Unified School District (DSUSD) • Coachella Valley Water District (CVWD) • Imperial Irrigation District (IID) • California Regional Water Quality Control Board (CRWQCB) PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 2 of 16 • State Water Resources Control Board • SunLine Transit Agency (SunLine) • South Coast Air Quality Management District Coachella Valley (SCAQMD) The applicant is responsible for all requirements of the permits and/or clearances from the above listed agencies. When these requirements include approval of improvement plans, the applicant shall furnish proof of such approvals when submitting those improvement plans for City approval. 5. Coverage under the State of California Construction General Permit must be obtained by the applicant, who then shall submit a copy of the Regional Water Quality Control Board’s (“RWQCB”) acknowledgment of the applicant’s Notice of Intent (“NOI”) and Waste Discharge Identification (WDID) number to the City prior to the issuance of a grading or building permit. 6. The applicant shall comply with applicable provisions of the City’s NPDES stormwater discharge permit, LQMC Sections 8.70.010 et seq. (Stormwater Management and Discharge Controls), and 13.24.170 (Clean Air/Clean Water); Riverside County Ordinance No. 457; the California Regional Water Quality Control Board – Colorado River Basin Region Board Order No. R7-2013-0011 and the State Water Resources Control Board’s Order No. 2009-0009-DWQ and Order No. 2012-0006-DWQ. A. For construction activities including clearing, grading or excavation of land that disturbs one (1) acre or more of land, or that disturbs less than one (1) acre of land, but which is a part of a construction project that encompasses more than one (1) acre of land, the Permitee shall be required to submit a Storm Water Pollution Protection Plan (“SWPPP”) to the State Water Resources Control Board. The applicant or design professional can obtain the California Stormwater Quality Association SWPPP template at www.cabmphandbooks.com for use in their SWPPP preparation. B. The applicant shall ensure that the required SWPPP is available for inspection at the project site at all times through and including acceptance of all improvements by the City. C. The applicant’s SWPPP shall include provisions for all of the following Best Management Practices (“BMPs”) (LQMC Section 8.70.020 (Definitions)): 1) Temporary Soil Stabilization (erosion control). 2) Temporary Sediment Control. 3) Wind Erosion Control. 4) Tracking Control. 5) Non-Storm Water Management. 6) Waste Management and Materials Pollution Control. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 3 of 16 D. All erosion and sediment control BMPs proposed by the applicant shall be approved by the City Engineer prior to any onsite or offsite grading, pursuant to this project. E. The SWPPP and BMPs shall remain in effect for the entire duration of project construction until all improvements are completed and accepted by the City Council. F. The inclusion in the Homeowners’ Association (HOA) Conditions, Covenants, and Restrictions (CC&Rs), a requirement for the perpetual maintenance and operation of all post-construction BMPs as required and the applicant shall execute and record an agreement that provides for the perpetual maintenance and operation of all post-construction BMPs as required. 7. Developer shall reimburse the City, within thirty (30) days of presentment of the invoice, all costs and actual attorney’s fees incurred by the City Attorney to review, negotiate and/or modify any documents or instruments required by these conditions, if Developer requests that the City modify or revise any documents or instruments prepared initially by the City to effect these conditions. This obligation shall be paid in the time noted above without deduction or offset and Developer’s failure to make such payment shall be a material breach of the Conditions of Approval. 8. Developer shall reimburse the City, within thirty (30) days of presentment of the invoice, all costs and actual consultant’s fees incurred by the City for engineering and/or surveying consultants to review and/or modify any documents or instruments required by this project. This obligation shall be paid in the time noted above without deduction or offset and Developer’s failure to make such payment shall be a material breach of the Conditions of Approval. PROPERTY RIGHTS 9. Prior to issuance of any permit(s), the applicant shall acquire or confer easements and other property rights necessary for the construction or proper functioning of the proposed development. Conferred rights shall include irrevocable offers to dedicate or grant access easements to the City for emergency services and for maintenance, construction and reconstruction of essential improvements. 10. Pursuant to the aforementioned condition, conferred rights shall include approvals from the master developer over easements and other property rights necessary for construction and proper functioning of the proposed development not limited to access rights over proposed and/or existing private streets that access public streets and open space/drainage facilities of the master development. 11. The applicant shall adjust lot lines as shown on the preliminary grading plan prior to any certificate of occupancy issuance for Tract Map. 37730. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 4 of 16 12. The applicant shall retain for private use on the Final Map all private street right-of- ways in conformance with the City's General Plan, Municipal Code, applicable specific plans, and/or as required by the City Engineer. 13. The private street right-of-ways to be retained for private use required for this development include: A. PRIVATE STREETS Lot A - Private residential streets shall have a 36-foot travel width. The travel width may be reduced to 32 feet with parking restricted to one side, and 28 feet if on-street parking is prohibited. The applicant shall establish provisions for ongoing enforcement of the parking restriction in the CC&R’s. The CC&R’s shall be reviewed and approved by the Design and Development Department prior to recordation. Property line shall be placed at the back of curb similar to the lay out shown on the typical street section shown in the tentative map. Use of smooth curves instead of angular lines at property lines is recommended. B. CUL DE SACS The cul de sac shall conform to the shape shown on the tentative map with a 38-foot curb radius at the bulb or larger as shown on the tentative map. 14. When the City Engineer determines that access rights to the proposed street right-of- way shown on the approved Tentative Tract Map are necessary prior to approval of the Final Map dedicating such rights-of-way, the applicant shall grant the necessary rights-of-way within 60 days of a written request by the City. 15. The applicant shall offer for dedication on the Final Map a ten-foot wide public utility easement contiguous with, and along both sides of all private streets. Such easement may be reduced to five feet in width with the express written approval of IID. 16. The applicant shall offer for dedication those easements necessary for the placement of, and access to, utility lines and structures, drainage basins, mailbox clusters, park lands, and common areas on the Final Map. 17. Direct vehicular access to SilverRock Way and Ahmanson Lane is restricted, except for those access points identified on the Tentative Tract Map, or as otherwise conditioned in these conditions of approval. The vehicular access restriction shall be shown on the recorded final tract map. 18. The applicant shall furnish proof of easements, or written permission, as appropriate, PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 5 of 16 from those owners of all abutting properties on which grading, retaining wall construction, permanent slopes, or other encroachments will occur. 19. The applicant shall cause no easement to be granted, or recorded, over any portion of the subject property between the date of approval of the Tentative Tract Map and the date of recording of any Final Map, unless such easement is approved by the City Engineer. STREET AND TRAFFIC IMPROVEMENTS 20. The applicant shall comply with the provisions of LQMC Sections 13.24.060 (Street Improvements), 13.24.070 (Street Design - Generally) & 13.24.100 (Access for Individual Properties and Development) for public streets; and Section 13.24.080 (Street Design - Private Streets), where private streets are proposed. 21. Streets shall have vertical curbs or other approved curb configurations that will convey water without ponding, and provide lateral containment of dust and residue during street sweeping operations. If a wedge or rolled curb design is approved, the lip at the flowline shall be near vertical with a 1/8" batter and a minimum height of 0.1'. Unused curb cuts on any lot shall be restored to standard curb height prior to final inspection of permanent building(s) on the lot. 22. The applicant shall construct the following street improvements: A. PRIVATE STREETS 1) Lot A - Private residential streets shall have a 36-foot travel width. The travel width may be reduced to 32 feet with parking restricted to one side, and 28 feet if on-street parking is prohibited, and provided there is adequate off-street parking for residents and visitors, and the applicant establishes provisions for ongoing enforcement of the parking restriction in the CC&R’s. The CC&R’s shall be reviewed and approved by the Design and Development Department prior to recordation. 2) The location of driveways of corner lots shall not be located within the curb return and away from the intersection when possible. B. PRIVATE CUL DE SACS 1) Shall be constructed according to the lay-out shown on the tentative map, except for revisions as may be required by the City Engineer. C. EMERGENCY TURN AROUND 1) Turn arounds shall be required for driveway Lots B and C or another circulating feature as approved by the Fire Department and the City PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 6 of 16 Engineer. 23. The applicant shall extend improvements beyond the subdivision boundaries to ensure they safely integrate with existing improvements (e.g., grading; traffic control devices and transitions in alignment, elevation or dimensions of streets and sidewalks). 24. Improvements shall be designed and constructed in accordance with City adopted standards, supplemental drawings and specifications, or as approved by the City Engineer. Improvement plans for streets, access gates and parking areas shall be stamped and signed by engineers registered in California. 25. The applicant shall design street pavement sections using CalTrans' design procedure for 20-year life pavement, and the site-specific data for soil strength and anticipated traffic loading (including construction traffic). Minimum structural sections shall be as follows: Residential 3.0" a.c./4.5" c.a.b. or the approved equivalents of alternate materials. 26. The applicant shall submit current mix designs (less than two years old at the time of construction) for base, asphalt concrete and Portland cement concrete. The submittal shall include test results for all specimens used in the mix design procedure. For mix designs over six months old, the submittal shall include recent (less than six months old at the time of construction) aggregate gradation test results confirming that design gradations can be achieved in current production. The applicant shall not schedule construction operations until mix designs are approved. FINAL MAPS 27. Prior to the City’s approval of a Final Map, the applicant shall furnish accurate mylars of the Final Map. The Final Map shall be 1” = 40’ scale. IMPROVEMENT PLANS As used throughout these Conditions of Approval, professional titles such as “engineer,” “surveyor,” and “architect,” refer to persons currently certified or licensed to practice their respective professions in the State of California. 28. Improvement plans shall be prepared by or under the direct supervision of qualified engineers and/or architects, as appropriate, and shall comply with the provisions of LQMC Section 13.24.040 (Improvement Plans). 29. The following improvement plans shall be prepared and submitted for review and approval by the Design and Development Department. A separate set of plans for PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 7 of 16 each line item specified below shall be prepared. The plans shall utilize the minimum scale specified, unless otherwise authorized by the City Engineer in writing. Plans may be prepared at a larger scale if additional detail or plan clarity is desired. Note, the applicant may be required to prepare other improvement plans not listed here pursuant to improvements required by other agencies and utility purveyors. A. On-Site Street Improvements/ Signing & Striping/ Storm Drain Plan 1" = 40' Horizontal, 1"= 4' Vertical B. On-Site Rough Grading Plan 1” = 40’ Horizontal C. PM10 Plan 1” = 40’ Horizontal D. Erosion Control Plan 1” = 40’ Horizontal NOTE: A through D to be submitted concurrently. (Separate Storm Drain Plans if applicable) E. On-Site Residential Precise Grading Plan 1" = 30' Horizontal Other engineered improvement plans prepared for City approval that are not listed above shall be prepared in formats approved by the City Engineer prior to commencing plan preparation. All On-Site Signing & Striping Plans shall show, at a minimum; Stop Signs, Limit Lines and Legends, No Parking Signs, Raised Pavement Markers (including Blue RPMs at fire hydrants) and Street Name Signs per Public Works Standard Plans and/or as approved by the City Engineer. “Rough Grading” plans shall normally include perimeter walls with Top Of Wall & Top Of Footing elevations shown. All footings shall have a minimum of 1-foot of cover, or sufficient cover to clear any adjacent obstructions. In addition to the normal set of improvement plans, a “precise grading” plan is required to be submitted for approval by the Building Official, Planning Manager, and the City Engineer. “Precise Grading” plans shall normally include all on-site surface improvements including but not limited to finish grades for curbs & gutters, building floor elevations, wall elevations, parking lot improvements and accessible requirements. 30. The City maintains standard plans, detail sheets and/or construction notes for elements of construction which can be accessed via the “Plans, Notes and Design Guidance” section of the Design and Development Department at the City website PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 8 of 16 (www.laquintaca.gov). Please navigate to the Design and Development Department home page and look for the Standard Drawings hyperlink. 31. The applicant shall furnish a complete set of the mylars of all approved improvement plans on a storage media acceptable to the City Engineer. 32. Upon completion of construction, and prior to final acceptance of the improvements by the City, the applicant shall furnish the City with reproducible record drawings of all improvement plans which were approved by the City. Each sheet shall be clearly marked "Record Drawing" and shall be stamped and signed by the engineer or surveyor certifying to the accuracy and completeness of the drawings. The applicant shall have all approved mylars previously submitted to the City, revised to reflect the as-built conditions. The applicant shall employ or retain the Engineer of Record during the construction phase of the project so that the EOR can make site visits in support of preparing "Record Drawing". However, if subsequent approved revisions have been approved by the City Engineer and reflect said "Record Drawing" conditions, the Engineer of Record may submit a letter attesting to said fact to the City Engineer in lieu of mylar submittal. IMPROVEMENT SECURITY AGREEMENTS 33. Prior to approval of any Final Map, the applicant shall construct all on and off-site improvements and satisfy its obligations for same, or shall furnish a fully secured and executed Subdivision Improvement Agreement (“SIA”) guaranteeing the construction of such improvements and the satisfaction of its obligations for same, or shall agree to any combination thereof, as may be required by the City. 34. Any Subdivision Improvement Agreement (“SIA”) entered into by and between the applicant and the City of La Quinta, for the purpose of guaranteeing the completion of any improvements related to this Tentative Tract Map, shall comply with the provisions of Chapter 13.28 (Improvement Security), LQMC. 35. Improvements to be made, or agreed to be made, shall include the removal of any existing structures or other obstructions which are not a part of the proposed improvements; and shall provide for the setting of the final survey monumentation. 36. Depending on the timing of the development of this Tentative Tract Map, and the status of the off-site improvements at the time, the applicant may be required to: A. Construct certain off-site improvements. B. Construct additional off-site improvements, subject to the reimbursement of its costs by others. C. Reimburse others for those improvements previously constructed that are considered to be an obligation of this tentative tract map. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 9 of 16 D. Secure the costs for future improvements that are to be made by others. E. To agree to any combination of these actions, as the City may require. Off-Site Improvements should be completed on a first priority basis. The applicant shall complete Off-Site Improvements in the first phase of construction or by the issuance of 20% of total Building Permits. In the event that any of the improvements required for this development are constructed by the City, the applicant shall, prior to the approval of the Final Map, or the issuance of any permit related thereto, reimburse the City for the costs of such improvements. 37. If the applicant elects to utilize the secured agreement alternative, the applicant shall submit detailed construction cost estimates for all proposed on-site and off-site improvements, including an estimate for the final survey monumentation, for checking and approval by the City Engineer. Such estimates shall conform to the unit cost schedule as approved by the City Engineer. Estimates for improvements under the jurisdiction of other agencies shall be approved by those agencies and submitted to the City along with the applicant’s detailed cost estimates. Security will not be required for telephone, natural gas, or Cable T.V. improvements. 38. Should the applicant fail to construct the improvements for the development, or fail to satisfy its obligations for the development in a timely manner, the City shall have the right to halt issuance of building permits, and/or final building inspections, withhold other approvals related to the development of the project, or call upon the surety to complete the improvements. GRADING 39. The applicant shall comply with the provisions of LQMC Section 13.24.050 (Grading Improvements). 40. Prior to occupancy of the project site for any construction, or other purposes, the applicant shall obtain a grading permit approved by the City Engineer. 41. To obtain an approved grading permit, the applicant shall submit and obtain approval of all of the following: A. A grading plan prepared by a civil engineer registered in the State of California, and B. A preliminary geotechnical (“soils”) report prepared by a professional PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 10 of 16 registered in the State of California, and C. A Fugitive Dust Control Plan prepared in accordance with LQMC Chapter 6.16, (Fugitive Dust Control), and D. A Best Management Practices report prepared in accordance with LQMC Sections 8.70.010 and 13.24.170 (NPDES Stormwater Discharge Permit and Storm Management and Discharge Controls), and E. A WQMP prepared by an authorized professional registered in the State of California, and F. A grading bond in a form acceptable to the City, and in an amount sufficient to guarantee compliance with the grading bond requirements. All grading shall conform with the recommendations contained in the Preliminary Soils Report, and shall be certified as being adequate by soils engineer, or engineering geologist registered in the State of California. A statement shall appear on the Final Map that a soils report has been prepared in accordance with the California Health & Safety Code § 17953. The applicant shall furnish security, in a form acceptable to the City, and in an amount sufficient to guarantee compliance with the approved Fugitive Dust Control Plan provisions as submitted with its application for a grading permit. Additionally, the applicant shall replenish said security if expended by the City of La Quinta to comply with the Plan as required by the City Engineer. 42. The applicant shall maintain all open graded, undeveloped land in order to prevent wind and/or water erosion of such land. All open graded, undeveloped land shall either be planted with interim landscaping, or stabilized with such other erosion control measures, as were approved in the Fugitive Dust Control Plan. 43. Building pad elevations on the precise grading plan submitted for City Engineer’s approval shall conform with pad elevations shown on the tentative map, unless the pad elevations have other requirements imposed elsewhere in these Conditions of Approval. 44. Prior to any site grading or regrading that will raise or lower any portion of the site by more than plus or minus half of a foot (0.5’) from the elevations shown on the approved Tentative Tract Map, the applicant shall submit the proposed grading changes to the City Engineer for a substantial conformance review. 45. Prior to the issuance of a building permit for any building lot, the applicant shall provide a lot pad certification stamped and signed by a qualified engineer or surveyor with applicable compaction tests and over excavation documentation. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 11 of 16 Each pad certification shall list the pad elevation as shown on the approved grading plan, the actual pad elevation and the difference between the two, if any. Such pad certification shall also list the relative compaction of the pad soil. The data shall be organized by lot number, and listed cumulatively if submitted at different times. 46. This development shall comply with LQMC Chapter 8.11 (Flood Hazard Regulations). If any portion of any proposed building lot in the development is or may be located within a flood hazard area as identified on the City’s Flood Insurance Rate Maps, the development shall be graded to ensure that all floors and exterior fill (at the foundation) are above the level of the project (100-year) flood and building pads are compacted to 95% Proctor Density as required in Title 44 of the Code of Federal Regulations, Section 65.5(a) (6). Prior to issuance of building permits for lots which are so located, the applicant shall furnish elevation certifications, as required by FEMA, that the above conditions have been met. DRAINAGE 47. Stormwater handling shall conform with the approved hydrology and drainage report for Tentative Parcel Map 37207, SDP 2016-0005 SilverRock or as approved by the City Engineer. Nuisance water shall be disposed of in an approved manner. 48. The applicant shall comply with the provisions of LQMC Section 13.24.120 (Drainage), Retention Basin Design Criteria, Engineering Bulletin No. 06-16 – Hydrology Report with Preliminary Hydraulic Report Criteria for Storm Drain Systems and Engineering Bulletin No. 06-015 - Underground Retention Basin Design Requirements. More specifically, stormwater falling on site during the 100 year storm shall be retained within the development, unless otherwise approved by the City Engineer. The design storm shall be either the 1 hour, 3 hour, 6 hour or 24 hour event producing the greatest total run off. 49. Nuisance water shall be retained on site. Nuisance water shall be disposed of per approved methods contained in Engineering Bulletin No. 06-16 – Hydrology Report with Preliminary Hydraulic Report Criteria for Storm Drain Systems and Engineering Bulletin No. 06-015 - Underground Retention Basin Design Requirements. 50. Stormwater may not be retained in landscaped parkways or landscaped setback lots unless approved by the City Engineer. Only incidental storm water (precipitation which directly falls onto the setback) will be permitted to be retained in the landscape setback areas. The perimeter setback and parkway areas in the street right-of-way shall be shaped with berms and mounds, pursuant to LQMC Section 9.100.040(B)(7). 51. The design of the development shall not cause any increase in flood boundaries and levels in any area outside the development. 52. The development shall be graded to permit storm flow in excess of retention capacity to flow out of the development through a designated overflow and into the historic PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 12 of 16 drainage relief route. 53. Storm drainage historically received from adjoining property shall be received and retained or passed through into the historic downstream drainage relief route. 54. The applicant shall comply with applicable provisions for post construction runoff per the City’s NPDES stormwater discharge permit, LQMC Sections 8.70.010 et seq. (Stormwater Management and Discharge Controls), and 13.24.170 (Clean Air/Clean Water); Riverside County Ordinance No. 457; and the California Regional Water Quality Control Board – Colorado River Basin (CRWQCB-CRB) Region Board Order No. R7-2013-0011 and the State Water Resources Control Board’s Order No. 2009- 0009-DWQ and Order No. 2010-0014-DWQ. A. For post-construction urban runoff from New Development and Redevelopments Projects, the applicant shall implement requirements of the NPDES permit for the design, construction and perpetual operation and maintenance of BMPs per the approved Water Quality Management Plan (WQMP) for the project as required by the California Regional Water Quality Control Board – Colorado River Basin (CRWQCB-CRB) Region Board Order No. R7-2013-0011. B. The applicant shall implement the WQMP Design Standards per (CRWQCB- CRB) Region Board Order No. R7-2013-0011 utilizing BMPs approved by the City Engineer. A project specific WQMP shall be provided which incorporates Site Design and Treatment BMPs utilizing first flush infiltration as a preferred method of NPDES Permit Compliance for Whitewater River receiving water, as applicable. C. The developer shall execute and record a Stormwater Management/BMP Facilities Agreement that provides for the perpetual maintenance and operation of stormwater BMPs. UTILITIES 55. The applicant shall comply with the provisions of LQMC Section 13.24.110 (Utilities). 56. The applicant shall obtain the approval of the City Engineer for the location of all utility lines within any right-of-way, and all above-ground utility structures including, but not limited to, traffic signal cabinets, electric vaults, water valves, and telephone stands, to ensure optimum placement for practical and aesthetic purposes. All existing utility lines attached to joint use 92 KV transmission power poles are exempt from the requirement to be placed underground. 57. Underground utilities shall be installed prior to overlying hardscape. For installation of utilities in existing improved streets, the applicant shall comply with trench PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 13 of 16 restoration requirements maintained, or required by the City Engineer. The applicant shall provide certified reports of all utility trench compaction for approval by the City Engineer. Additionally, grease traps and the maintenance thereof shall be located as to not conflict with access aisles/entrances. CONSTRUCTION 58. The City will conduct final inspections of habitable buildings only when the buildings have improved street and (if required) sidewalk access to publicly-maintained streets. The improvements shall include required traffic control devices, pavement markings and street name signs. If on-site streets in residential developments are initially constructed with partial pavement thickness, the applicant shall complete the pavement prior to final inspections of the last ten percent of homes within the development or when directed by the City, whichever comes first. LANDSCAPE AND IRRIGATION 59. The applicant shall comply with LQMC Sections 13.24.130 (Landscaping Setbacks) & 13.24.140 (Landscaping Plans). 60. The applicant shall provide landscaping in the required setbacks, retention basins, and common lots. 61. All new landscape areas shall have landscaping and permanent irrigation improvements in compliance with the City’s Water Efficient Landscape regulations contained in LQMC Section 8.13 (Water Efficient Landscape). 62. The applicant shall submit final landscape plans for review, processing and approval to the Design and Development Department, in accordance with the Final Landscape Plan application process. Planning Manager approval of the final landscape plans is required prior to issuance of the first building permit unless the Design and Development Director determines extenuating circumstances exist which justify an alternative processing schedule. NOTE: Plans are not approved for construction until signed by the appropriate City official, including the Planning Manager and/or City Engineer. Prior to final approval of the installation of landscaping, the Landscape Architect of record shall provide the Design and Development Department a letter stating he/she has personally inspected the installation and that it conforms with the final landscaping plans as approved by the City. If staff determines during final landscaping inspection that adjustments are required in order to meet the intent of the Planning Commission’s approval, the Planning Manager shall review and approve any such revisions to the landscape plan. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 14 of 16 63. All landscaping shall consist of, at minimum, 36” box trees (i.e., a minimum 2.5 inch caliper measured three feet up from grade level after planting), shrubs, and groundcover. Double lodge poles (two-inch diameter) shall be used to brace and stake trees. 64. A minimum of 50% of plantings classified “Shrubs, Perennials and Annuals” shall be provided as 5 gallon plants. This requirement shall be implemented on each Final Landscaping Plan submitted for review and approval to the City. MAINTENANCE 65. The applicant shall comply with the provisions of LQMC Section 13.24.160 (Maintenance). 66. The applicant shall make provisions for the continuous and perpetual maintenance of all private on-site improvements, common areas, perimeter landscaping up to the curb, access drives, sidewalks, and stormwater BMPs. 67. The Applicant acknowledges that the City intends to form a SilverRock Landscape and Lighting District and, by recording a subdivision map, agrees to be included in the District and to offer for dedication such easements as may be required for the maintenance and operation of related facilities. Any assessments will be done on a benefit basis, as required by law. 68. The Applicant shall make provisions for maintenance of all common areas, public landscape areas, and storm water retention areas within Parcel Map No. 37207 via one or a combination of the following methods prior to final map approval: A. Applicant shall consent to the formation of a maintenance district under Chapter 26 of the Improvement Act of 1911 (Streets and Highways Code, Section 5820 et seq.) or the Lighting and Landscaping Act of 1972 (Streets and Highways Code 22600 et seq.) to implement maintenance of all improved public landscape areas, landscape buffer, and storm water retention areas. It is understood and agreed that the Developer/Applicant shall pay all costs of maintenance for said improved common areas until such time as tax revenues are received from assessment of the real property. B. Applicant shall submit to the Design and Development Department Management and Maintenance Agreement, to be entered into with the unit/lot owners of this land division, in order to insure all private common areas and facilities will be maintained. A homeowner’s association or associations shall be created with the unqualified right to assess the owners of the individual units for reasonable maintenance costs. The association shall have the right to lien the property of any owners who default in the payment of their assessments. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 15 of 16 FEES AND DEPOSITS 69. The applicant shall comply with the provisions of LQMC Section 13.24.180 (Fees and Deposits). These fees include all deposits and fees required by the City for plan checking and construction inspection. Deposits and fee amounts shall be those in effect when the applicant makes application for plan check and permits. 70. Permits issued under this approval shall be subject to the provisions of the Development Impact Fee and Transportation Uniform Mitigation Fee programs in effect at the time of issuance of building permit(s). FIRE DEPARTMENT 71. Fire Hydrants and Fire Flow: Provide one copy of the water system plans to show there exist fire hydrant(s) capable of delivering the minimum fire flow, per CFC Appendix B Table B105.1, within 600 feet to all portions around the proposed structures. Minimum fire hydrant location and spacing shall comply with the CFC and NFPA 24. Reference 2016 California Fire Code (CFC) 507.5.1 72. Tract Water Plans: Applicant/developer shall furnish plans of the water system fire hydrant plans to Fire Department for review and approval prior to building permit issuance. Plans shall be signed by a registered civil engineer, and shall confirm hydrant type, location, spacing, and minimum fire flow. Once plans are signed and approved by the local water authority, the originals shall be presented to the Fire Department for review and approval. Ref. CFC 105.4.1 73. Requests for installation of traffic calming designs/devices on fire apparatus access roads shall be submitted and approved by the Office of the Fire Marshal. Ref. CFC 503.4.1 74. Grading Permit Fire Department Review: Submittal to the Office of the Fire Marshal for Precise Grading Permit will be required. Access roads shall be provided to within 300-feet to all portions of all buildings and shall have an unobstructed width of not less than 24 feet. Driveway access to lots 1 through 4 shall comply with RVC Fire #TP 16-001. The construction of the access roads shall be all weather and capable of sustaining 40,000 lbs. over two axles for areas of residential development and 60,000 lbs. over two axels for commercial developments. Ref. CFC 503.1.1 and 503.2.1 as amended by the City of La Quinta. 75. Construction Permits Fire Department Review: Submittal of construction plans to the Office of the Fire Marshal for development, construction, installation and operational use permitting will be required. Final fire and life safety conditions will be addressed when the Office of the Fire Marshal reviews these plans. These conditions will be based on occupancy, use, California Building Code (CBC), California Fire Code, and related codes, which are in effect at the time of building plan submittal. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL – FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 16 of 16 76. Phased Construction Access: If construction is phased, each phase shall provide approved access for fire protection prior to any construction. Ref. CFC 503.1 77. Residential Fire Sprinklers: Residential fire sprinklers are required in all one and two- family dwellings per the California Residential Code (CRC). Plans must be submitted to the Office of the Fire Marshal for review and approval prior to installation. Ref. CRC 313.2 78. Knox Box and Gate Access: Buildings shall be provided with a Knox Box. The Knox Box shall be installed in an accessible location approved by the Office of the Fire Marshal. All electronically operated gates shall be provided with Knox key switches and automatic sensors for access. Ref. CFC 506.1 79. Addressing: All residential dwellings shall display street numbers in a prominent location on the street side of the residence. All commercial buildings shall display street numbers in a prominent location on the address side and additional locations as required. Ref. CFC 505.1 and County of Riverside Office of the Fire Marshal Standard #07-01. 80. Emergency Turn-Around: Prior to approval of the Final Tract Map, turn arounds shall be required for driveway Lots B and C or another circulating feature as approved by the Fire Department and the City Engineer. 81. The applicant shall obtain a separate Alternate Materials and Methods approval from the Fire Department for the proposed hybrid paved and grasspave2 surface for the emergency vehicle access road. Whitewater River Region WQMP Montage Residential Appendix B Vicinity Map, Receiving Waters Map, Project Location Map, & WQMP Site Plan SilverRock Master Plan, Section 303(d), CVWD Drainage & Stormwater Outlet System Exhibit *IMPORTANT* Maps and data are to be used for reference purposes only. Map features are approximate, and are not necessarily accurate to surveying or engineering standards. The County of Riverside makes no warranty or guarantee as to the content (the source is often third party), accuracy, timeliness, or completeness of any of the data provided, and assumes no legal responsibility for the information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. © Riverside County RCIT GIS 1,265 Feet Legend Attachment A: SilverRock Temporary Chain Link Fence Approximately 6,300 lineal feet Notes 6320 REPORT PRINTED ON...11/22/2016 8:58:09 AM Tradition to CVWD Canal Display Parcels roadsanno highways HWY INTERCHANGE INTERSTATE OFFRAMP ONRAMP USHWY counties cities hydrographylines waterbodies Lakes Rivers EXHIBIT A COUNCIL RESOLUTION 2018-051 EXHIBIT A COUNCIL RESOLUTION 2018-051 Whitewater River Region WQMP Montage Residential Appendix B Vicinity Map, Receiving Waters Map, Project Location Map, & WQMP Site Plan SilverRock Master Plan, Section 303(d), CVWD Drainage & Stormwater Outlet System Exhibit PA 2 178 PARKING SPACES PA-2 LUXURY HOTEL PA 3 SILVERROCK WAY PA 3 (TC-20) (TC-20) (SD-13) R1 - LUXURY BRANDED RESIDENTIAL, 29 BLDGS. PRIVATE STREETS (SD-10, 11, 12, & 13) PUBLIC STREETS (SD-10, 12, & 13) (SD-13) (SD-13) (SD-13) (SD-13) PA 3 (SD-13) (SD-13) (SD-13) PA 10 210 PARKING SPACES PA-10A VENUE SITE PUBLIC STREETS (SD-10, 12, & 13) PERMEABLE PARKING PERMEABLE PARKING (SD-13) LEGEND 75410 Gerald Ford Drive, Palm Desert, CA 92211 Phone: (760) 346-7481 ·MBAKERINTL.COM STRUCTURAL SOURCE CONTROL BMP H:\PDATA\161178\Admin\Reports\WQMP\Montage Residential\161178-PA3 - WQMP Exhibit.dwg, 6/17/2021 4:44:01 PM, Rich.Vaughn 2010 CWA SECTION 303(d) LIST OF WATER QUALITY LIMITED SEGMENTS COLORADO RIVER BASIN REGIONAL WATER QUALITY CONTROL BOARD USEPA APPROVAL DATE: OCTOBER 11, 2011 2 REGION TYPE WATER BODY NAME CALWATER WATERSHED POLLUTANTS/STRESSOR POTENTIAL SOURCES ESTIMATED SIZE AFFECTED PROPOSED TMDL COMPLETION Toxaphene Source Unknown 57 Miles 2019 7 R Coachella Valley Storm Water Channel 71947000 DDT (Dichlorodiphenyltrichloroethane) Source Unknown 24 Miles 2021 This listing for DDT only applies to a 2 mile area of the Coachella Valley Storm Water Channel from Lincoln Street to the Salton Sea. Dieldrin Source Unknown 24 Miles 2021 This listing for Dieldrin only applies to a 2 mile area of the Coachella Valley Storm Water Channel from Lincoln Street to the Salton Sea. PCBs (Polychlorinated biphenyls) Source Unknown 24 Miles 2021 This listing for PCBs only applies to a 2 mile area of the Coachella Valley Storm Water Channel from Lincoln Street to the Salton Sea. Pathogens Source Unknown 24 Miles 2010 This listing for pathogens only applies to a 17 mile area of the Coachella Valley Storm Water Channel from Dillon Road to the Salton Sea. Toxaphene Source Unknown 24 Miles 2019 This listing for Toxaphene only applies to a 2mile area of the Coachella Valley Storm Water Channel from Lincoln Street to the Salton Sea. 7 R Colorado River (Imperial Reservoir to California-Mexico Border) 72700000 Selenium Source Unknown 11 Miles 2019 5 6 5 9 6 0 5 6 5 8 0 5 6 4 0 8 0 5 AVENUE 5 4 JEFFERSON STREETAVENUE 52LEGEND EXHIBIT 2PRELIMINARY DRAINAGE AREA MAPSILVERROCK RESORT Whitewater River Region WQMP Montage Residential Appendix C Refer to Drainage Study provided on a separate cover – Appendix F Whitewater River Region WQMP Montage Residential Appendix D Educational Materials CASQA BMP Handbook Source Control BMPs SD-10 Site Design and Landscape Planning SD-11 Roof Runoff Controls SD-12 Efficient Irrigation SD-13 Storm Drain Signage SD-32 Trash Storage Areas Treatment Control BMPs TC-11 Infiltration Basin TC-20 Wet Ponds Whitewater River Region WQMP Montage Residential Appendix E Soils Report Whitewater River Region WQMP Montage Residential Appendix F Structural BMP and/or Retention Facility Sizing Calculations and Design Details Per Section V.1 of this report: Since the project will be required to retain urban runoff onsite in conformance with local ordinance (see Table 6, Permittees Requiring Onsite Retention of Stormwater, of the Whitewater River Region WQMP), Site Design and Treatment Control BMPs are not required. This project is utilizing the existing infiltration area within the low-lying golf course area. There are no significant changes in the runoff retention of the site, due to this project. SilverRock Resort SW Corner of Jefferson Street and Avenue 52 La Quinta, CA 92253 FINAL HYDROLOGIC AND HYDRAULIC MASTER PLAN October 9, 2017 Contact Persons: Mujahid Chandoo, PE Jessica Condon, EIT Prepared for: SilverRock Development Company, LLC 3551 Fortuna Ranch Road Encinitas, CA 92024 Prepared by: Michael Baker International 5 Hutton Centre Dr, Suite 500 Santa Ana, CA 92707 JN 152669 SilverRock Resort City of La Quinta October 2017 i Michael Baker International TABLE OF CONTENTS 1 PROJECT DESCRIPTION ............................................................................................................... 1 1.1 Existing Conditions ....................................................................................................................... 1 1.1.1 Existing Land Use ................................................................................................................. 1 1.1.2 Existing Topographic Features ............................................................................................. 1 1.1.3 Existing Hydrologic Conditions ............................................................................................ 1 1.1.4 Project Soils .......................................................................................................................... 2 1.1.1 Existing Drainage Patterns .................................................................................................... 3 1.2 Proposed Development Condition ................................................................................................ 3 2 HYDROLOGY .................................................................................................................................... 8 2.1 Methodology ................................................................................................................................. 8 2.2 General Guidelines ........................................................................................................................ 8 2.3 Rational Method ............................................................................................................................ 8 2.1.1 Rational Method Guidelines ................................................................................................. 9 1.1.1 Rational Method Calculation Software ................................................................................. 9 2.4 On-Site Developed Hydrology.................................................................................................... 10 2.5 Hydrology Design Flows ............................................................................................................ 10 2.6 On-Site Storage Volume ............................................................................................................. 11 3 HYDRAULICS .................................................................................................................................. 16 3.1 Hydraulic Modeling Guidelines ........................................................................................................ 16 3.2 Flooded Width................................................................................................................................... 16 3.3 Catch Basin Calculations .................................................................................................................. 17 3.4 Outlet Structure Design ..................................................................................................................... 18 3 REFERENCES .................................................................................................................................. 19 List of Figures Figure 1: Vicinity Map ................................................................................................................................................................... 4 Figure 2: Project Location Map .................................................................................................................................................... 5 Figure 3: Project Soils Map ........................................................................................................................................................... 6 Figure 4: Land Use Plan ................................................................................................................................................................. 7 Figure 5: Typical Street Section .................................................................................................................................................. 17 Figure 6: FlowMaster Halfstreet with Rolled Curb ................................................................................................................... 17 List of Tables Table 1: Project Soils ...................................................................................................................................................................... 2 Table 2: Hydrologic Summary..................................................................................................................................................... 10 Table 3: Volume Comparison ...................................................................................................................................................... 13 Table 4: Storage Requirements ................................................................................................................................................... 14 Table 5: Existing/Proposed Basin Properties ............................................................................................................................. 15 Table 6: Storm Drain Design Summary ...................................................................................................................................... 16 Table 7: Riprap Pad Design ......................................................................................................................................................... 18 SilverRock Resort City of La Quinta October 2017 2 Michael Baker International Exhibits Exhibit 1: Proposed Hydrology Map Exhibit 2: Drainage Area Map Appendices Appendix A: Hydrology Calculations Appendix B: Stage Storage Volume Calculations Appendix C: WSPG Calculations Appendix D: FlowMaster Calculations Appendix E: HELE Catch Basin Calculations SilverRock Resort City of La Quinta October 2017 1 Michael Baker International 1 PROJECT DESCRIPTION This Master Plan outlines the preliminary facility sizing for basins and main storm drains for the SilverRock Resort Project. The project is located at the southwest corner of Jefferson Street and Avenue 52 in the City of La Quinta. The site is approximately 545 acres and includes a combination of low to high density residential development, a hotel, mixed use areas, and several golf courses. See Figure 1 for a Project Vicinity Map and Figure 2 for a Project Location Map. The project site is bounded Avenue 52 on the south, Jefferson Street on the east, Avenue 54 on the south, and the Santa Rosa Mountains to the west. SilverRock Resort is bifurcated by the All American Canal, which forms a physical barrier between the west and north portions of the property from the south and east portions. To the north of SilverRock Resort lies the Citrus course, a residential golf course community; to the east lies The Hideaway, another residential golf community; to the south is PGA West, another large residential golf community; and to the west, for a major portion, the east facing slopes of the Santa Rosa Mountains, and for a lesser portion, the Traditions, another residential golf community. The proposed development includes modifications to the existing golf course, a luxury hotel and luxury branded residential units, a conference facility, a lifestyle hotel, a mixed-use village, a new golf clubhouse, public parks, trails, canals, streets, and future golf holes. This report serves as the preliminary engineering analysis for the existing drainage assessment and post-development watershed hydrologic conditions associated with the proposed development. This report is based on the requirements of the Riverside County Flood Control and Water Conservation District’s (RCFC) Hydrology Manual, the Whitewater River Watershed MS4 Permit, and the City of La Quinta Engineering Bulletins #06-15 and #06-16. 1.1 Existing Conditions 1.1.1 Existing Land Use SilverRock Resort is approximately 545 acres in area. In its existing condition, approximately 240 acres have been developed as a golf course, practice range, clubhouse, and supporting parking lots and streets. The developed areas lie in the western half of the property and are located directly adjacent to the Santa Rosa Mountains. The eastern portion of the property is largely undeveloped, consisting mainly of open desert land. An earthen drainage channel for off-site flows currently crosses the site along Avenue 52 to the north and Jefferson Street to the east. 1.1.2 Existing Topographic Features SilverRock Resorts consists of three topographic features: the steep Santa Rosa Mountains, the existing golf course, and the mass graded areas. The general flow path on site slopes gently from northwest to southeast. The golf course is graded with several lakes and low points to help retain stormwater. The elevations throughout the project site range from -1 feet to 36 feet (msl). The Santa Rosa Mountains that drain to the site rise to approximately 960 feet. 1.1.3 Existing Hydrologic Conditions SilverRock Resort has several hydrologic conditions, both on-site and off-site. The existing on-site hydrologic conditions consist of the following areas: · Steep mountainous watershed from the Santa Rosa Mountains · Sediment deposition areas at the toe of the mountains SilverRock Resort City of La Quinta October 2017 2 Michael Baker International · Existing golf course, cart paths, clubhouse, streets and parking lots where water is retained on-site · Flat/depressed areas where water either percolates or evapotranspires with little to no runoff · The All American Canal which operates as a barrier to any stormwater runoff from the west or north. The southern and eastern portions of the site runoff onto Avenue 54. The existing off-site hydrologic conditions affecting the site consists of the following area: · The storm drain outlet located along the northern portion of the site drains both an attenuated stormflow from the storm drain system adjacent to Calle Rondo north of Avenue 52, as well as dry weather flows throughout the year. · Offsite street tributary areas Avenue 52 between Washington Street and Jefferson Street, Jefferson Street, and Avenue 54. 1.1.4 Project Soils Project soils were obtained from the United States Department of Agriculture (USDA) Web Soil Survey, and by referencing the previous Stormwater Management and Debris Control Plan prepared by MDS Consulting (2003) and the Mountain Runoff and Onsite Runoff Detention Basin and Percolation Rate Analysis prepared by PACE (2005). See Figure 3 for Project Soils and Table 1 for a summary of the soils found on-site. Table 1: Project Soils Hydrologic Soil Group - Summary by Map Unit - Riverside County, Coachella Valley Area, California (CA680) Map Unit Symbol Map Unit Name SCS Soil Type Acres in AOI Percent of AOI CpA Coachella fine sand, 0 to 2 percent slopes A 39.6 5.9% GbA Gilman fine sandy loam, 0 to 2 percent slopes B 98.5 14.8% GbB Gilman fine sandy loam, 2 to 5 percent slopes B 13.1 2.0% GeA Gilman silt loam, 0 to 2 percent slopes B 1.2 0.2% Ip Indio fine sandy loam B 8.6 1.3% Is Indio very fine sandy loam B 312.3 46.8% MaB Myoma fine sand, 0 to 5 percent slopes A 77.8 11.7% RO Rock Outcrop D 112 16.8% RU Rubble Land D 3.6 0.5% Totals for Area of Interest (AOI) 666.7 100.0% SilverRock Resort City of La Quinta October 2017 3 Michael Baker International 1.1.1 Existing Drainage Patterns The SilverRock drainage patterns consist of steep drainages in the mountainside that collect and concentrate the stormwater runoff and deposit the fast moving waters into the sediment deposition areas. Once the stormwater runoff exits the sediment deposition areas, it fans out and enters on-site lakes and/or other low points along the golf course where it percolates or evapotranspires. Per the City of La Quinta Focused Area Drainage Study prepared by Michael Baker International (February 2016), stormwater run- on from the off-site storm drain system adjacent to Calle Rondo is estimated to be 60 cfs during the 100 year, 1,3, and 6-hour events. 1.2 Proposed Development Condition SilverRock Resort is proposed to be a resort golf course consisting of multiple golf courses, hotels, residential units, and a variety of mixed use areas. The mountain slopes to the west will be left in a natural, undisturbed condition. The Specific Plan for SilverRock Resort provides additional details of the development. Proposed development will direct flows to on-site storm drain systems that discharge to the existing golf course lakes, or to future on-site retention basins. The proposed development consists of a substantial amount of grading and development, thus modifying the area’s flow paths and runoff coefficients. Refer to Figure 4 for proposed Land Use designations. SilverRock Resort City of La Quinta June 2017 4 Michael Baker International Figure 1: Vicinity Map AVENUE 54 AVENUE 52 JEFFERSON STREETSANTA ROSA MOUNTAINS THE CITRUS COURSE PGA WEST TRADITIONS GOLF COURSE CALLE RONDO STORM DRAIN ALL AMERICAN CANAL PROJECT BOUNDARY FIGURE 2: PROJECT LOCATION MAP SilverRock Resort City of La Quinta June 2017 6 Michael Baker International Figure 3: Project Soils Map SILVERROCK RESORTLAND USE PLAN FIGURE 46/7/2017 JN H:\pdata\152669\GIS\MXD\Landuse.mxd <USER NAME>AVENUE 54 AVENUE 52 JEFFERSON STREETF B D J1 E C P1 I1 N1-N2-N3 Q1 T1 K O2 R1 S1 3A M1-M2 O1 H M3 G 1A R2 Sources: Esri, HERE, DeLorme, USGS, Intermap, increment P Corp., NRCAN, Esri Japan, METI,Esri China (Hong Kong), Esri (Thailand), TomTom, MapmyIndia, © OpenStreetMap contributors,and the GIS User Community Legend Basin Drainage Area Landuse Commercial Golf 1/4 Acre Lot Residential Offsite Water ¯1,500 0 1,500750 Feet SilverRock Resort City of La Quinta October 2017 8 Michael Baker International 2 HYDROLOGY This section will discuss the hydrological methods used in sizing the preliminary storm drain system for the proposed development. The proposed system will convey flows from the developed site to several existing on-site lakes and future retention basins for storage. In addition to determining the peak flows resulting from the development, off-site stormwater run-on was also analyzed to determine required retention volumes. 2.1 Methodology The tributary drainage area boundaries were delineated utilizing USGS quadrangle maps and current aerial topography for the project site. The proposed street improvements and rough grading plans for the project site were used to determine drainage patterns and boundaries for the on-site post-development condition. Detailed hydrologic parameters used in this analysis can be found in the Riverside County Flood Control and Water Conservation District Hydrology Manual. 2.2 General Guidelines The following assumptions/guidelines were applied for use of the Rational Method. · Hydrology studies were prepared using methodology outlined by the Riverside County Flood Control and Water Conservation (RCFC&WCD) Hydrology Manual (April 1978). Preliminary onsite hydrology was computed using the Rational Method also following the Riverside County Hydrology Manual. The Rational Method is commonly used for determining peak discharge for relatively small drainage areas of less than 300-500 acres. Each proposed drainage area is much less than 300 acres. · The effects of infiltration caused by land use and soil surface characteristics were included. The USDA’s Web Soil Survey indicates that the project study area consists of a combination of soil types A, B, and D. Hydrologic soil ratings are based on a scale of A through D, where D is the least pervious, providing the greatest runoff. The type of vegetation, percent ground cover, and percentage of impervious surfaces also affect the infiltration rate. The majority of the site will be graded or has been graded in the past. Compaction from grading causes a loss in permeability, so soil type D was selected. · Per criteria from the RCFC&WCD Hydrology Manual, an Antecedent Moisture Condition (AMC) II was used for the 10-year and 100-year analysis that reflects the degree of ground saturation from previous rainfall events. The AMC value can range from I to III, with condition III being the most severe, allowing for greater runoff and low infiltration. 2.3 Rational Method The Rational Method, an empirical computational procedure for developing a peak runoff and discharge for storms of a specified recurrence interval in small watersheds, was used to compute peak flow rates for watersheds less than 300 acres. The formula is: Q = CIA SilverRock Resort City of La Quinta October 2017 9 Michael Baker International Where: Q = Peak discharge, in cubic feet per second. C = Runoff coefficient representing the ratio of runoff depth to rainfall depth I = The time-averaged rainfall intensity for a storm duration equal to the time of concentration, in/hr in inches/hour (in./hr.). A = Drainage area, in acres 2.1.1 Rational Method Guidelines The following assumptions/guidelines were applied for use of the Rational Method: · The basic assumption for the Rational Method is that the precipitation rate is constant and uniform over the entire watershed for the time duration such that runoff could travel from the most remote point in the watershed to the concentration point; after which time the rate of runoff does not increase. This is the time defined as the “time of concentration (Tc).” The method is based on the assumption that the peak flow rate is directly proportional to drainage area, rainfall intensity, and a runoff coefficient “C,” which is related to land use and soil type. · The runoff coefficient was developed using a runoff index potential number or curve number that ranges from 1 to 98, where 98 has the highest runoff potential. The runoff coefficients are dependent on the percentage of pervious area. · Initial subareas were drawn to be less than 10 acres in size and less than 1,000 feet in length per the RCFC&WCD Hydrology Manual guidelines using this procedure. · Pipe travel times were computed based on preliminary pipe size estimation assuming normal depth for an estimated friction slope. The travel time was calculated assuming full flow and using 30% of the total friction slope, which would result in minor losses. The friction slope was assumed to be approximately equivalent to the storm drain plans or ground slope. · Standard Intensity Duration Curve values were used for the Rational Method analysis based on NOAA Atlas 14. The 10-minute and 60-minute durations were used for both the 10-year and 100- year frequencies in the La Quinta region · The hydrology calculations assumed 100 percent interception of the surface runoff at the local area drain inlets. A future hydraulics analysis of the proposed storm drain systems will estimate the total intercepted flows at each drain. · An impervious coefficient was determined based upon land-use and hydrologic soil type. The predominant soil type for all modeled areas is hydrologic soil group B. Under the proposed development conditions, a composite impervious coefficient was determined using: “1/4 Acre Lot Single Family Residential” for the residential areas at 50% imperviousness and “Commercial” for all hotel areas and streets at 90% impervious 1.1.1 Rational Method Calculation Software The hydrologic calculations for watershed areas less than 300 acres and the project onsite areas were performed using software developed by Advanced Engineering Software (AES) for the RCFC&WCD Hydrology Manual Rational Method. SilverRock Resort City of La Quinta October 2017 10 Michael Baker International 2.4 On-Site Developed Hydrology Per the engineering bulletin, the effective rainfall calculation from the Synthetic Unit Hydrograph procedure was used to calculated the required volumes for the retention basins for the 100 year 1, 3, 6, and 24 hour duration storms. The information provided on Table 2 is for the preliminary design of the onsite storm drain, which uses rational method to calculate peak flowrates. The small areas tributary to the storm drain require rational method analysis to produce peak Q flowrates for small storm drain design. The design discharges at intermediate points were computed by generating a hydrologic link-node model which divides the area into drainage sub-areas, each tributary to a concentration point or hydrologic nodes. The nodes are linked together by hydraulic conveyance processes which describe the physical watershed process. The proposed development was divided into eighteen (18) drainage areas: B, C, 1D, 2D, 3D, 4D, 5D,1F, 2F, 3F, 4F, J, 1P, 2P, 3P, 4P, O, and Q. The Hydrology Map is included in Exhibit 1 at the end of this report. The Rational Method analysis results for the 10-year, 25-year, and 100-year storm events are provided in Appendix A. 2.5 Hydrology Design Flows The following table summarizes the hydrologic analyses for the discharge locations under proposed conditions. Refer to Exhibit 1 for the Hydrology Map and Appendix B for all Rational Method input and output. Table 2: Hydrologic Summary Drainage Area Hydrology Node Area (ac) 10-yr (cfs) 25-yr (cfs) 100-yr (cfs) B Node 106 8.10 8.18 12.07 18.08 C Node 206 3.50 3.91 5.81 9.28 D Node 1214 11.10 15.30 21.87 33.49 Node 1302 1.51 3.15 4.45 6.72 Node 1402 0.49 0.85 1.20 1.81 Node 1502 2.42 4.72 6.66 10.06 Node 1602 1.03 1.52 2.14 3.23 F Node 902 3.25 5.27 7.44 11.25 I Node 758 6.90 7.94 11.77 18.68 Node 758 6.30 6.54 9.62 15.13 Node 758 2.02 1.19 1.91 3.27 J Node 806 38.50 35.29 53.46 86.97 M Node 308 9.90 13.56 19.31 29.43 Node 322 3.29 3.98 5.84 9.17 N Node 407 12.50 20.05 28.31 42.78 Node 407 6.40 6.20 9.15 14.49 Node 407 4.40 5.19 7.62 11.97 Node 407 0.68 0.96 1.40 2.20 Node 506 8.80 13.10 18.51 27.96 SilverRock Resort City of La Quinta October 2017 11 Michael Baker International Drainage Area Hydrology Node Area (ac) 10-yr (cfs) 25-yr (cfs) 100-yr (cfs) Node 556 5.20 7.18 10.14 15.33 O Node 583 5.60 5.44 8.06 12.85 P Node 606 10.00 8.06 11.94 19.38 Node 623 1.8 1.95 2.9 4.65 Q Node 815 7.9 6.68 9.93 16 R Node 673 3.6 4.25 6.24 9.78 Node 673 9.10 9.29 14.13 22.88 Node 682 3.6 4.3 6.31 9.89 Node 703 3.50 3.68 5.41 8.50 S Node 653 6.20 5.75 8.52 13.59 T Node 663 6.30 6.47 9.51 14.96 Node 663 3.88 4.74 6.96 10.92 2.6 On-Site Storage Volume As described in the sections above, the project site receives stormwater run-on from the Santa Rosa Mountains, the Calle Rondo storm drain, and offsite streets adjacent to the project. Additionally, in its developed condition, the site will experience an increase in stormwater runoff. The estimated stormwater storage volumes were calculated to determine appropriate pad elevations, determine existing lake capacities, and to preliminarily size several retention basins for areas not currently draining to lakes. The project site and surrounding areas contributing run-on were divided into nineteen (19) drainage areas as shown in the Drainage Area Map in Exhibit 2. The drainage areas within the watershed were delineated using project specific contour topography, and the proposed site plan. The following assumptions/guidelines were applied to determine the proposed, required storage volumes for each drainage area. · The hydrologic soil groups were determined in accordance with Web Soil Survey, the previous Stormwater Management and Debris Control Plan prepared by MDS Consulting (2003) and the Mountain Runoff and Onsite Runoff Detention Basin and Percolation Rate Analysis prepared by PACE (2005). The soil classes were then verified with Engineering Bulletin #06-16. The soil classes located in the developable area were assigned soil class D due to compaction during grading. All soils designated as Rock Outcrop were assigned soil class D. · The Runoff Indices (RI) were weighted averaged over each sub-area in accordance with the values given in Plate D-5.5-5.6 of the RCFC Hydrology Manual. · The loss rate was determined from the Infiltration Rate for Pervious Areas Versus Runoff Index Numbers (Plate E-6.2). AMC II was assumed. The surface areas of the proposed lakes for the 100-yr 24-hr storm were assumed to be impervious area and were excluded from the pervious loss rate calculation. · NOAA Atlas 14 was utilized to obtain the 100-yr rainfall amounts for each duration. The effective rainfall was then calculated by subtracting the unit loss rate for each unit time period. SilverRock Resort City of La Quinta October 2017 12 Michael Baker International · The effective rainfall was multiplied by the subarea for each drainage area to obtain the stormwater runoff volume. · The required storage volume was determined from the summation of the stormwater runoff volume and the required debris volume. · The required debris volume was determined by referencing the USACE Los Angeles County Debris Production Manual dated Feb 2000. Only the upland areas of the project were assumed to contribute debris. The lowland areas including the golf course and desert areas were not assumed to contribute debris. Method one for drainage areas less than 3 square miles was used. Constants in the equation included: o Fire factor (3-6.5) – 3 was selected because the upland areas are sparsely vegetated and will not produce very much debris o NOAA 14 1-hr 100-yr rainfall = 1.52 in o The resulting unit debris was multiplied by the A-T factor discussed in the USACE LA Debris Production Manual. An A-T value of 0.5 was selected based on typical values for the Coachella Valley. · The stormwater volume associated with the Calle Rondo storm drain was obtained by summing the instantaneous flow rates over the duration of the peak flow for the 100-year storm. Table 3 shows the comparison of each of the volumes produced by the different duration storm events. SilverRock Resort City of La Quinta October 2017 13 Michael Baker International Table 3: Volume Comparison Area Designation Area (ac) Fp (in/hr) F (in/hr) Effective Rainfall 100-yr/1hr (in) Effective Rainfall 100-yr/3hr (in) Effective Rainfall 100-yr/6hr (in) Effective Rainfall 100-yr/24hr (in) Runoff Volume 100-yr/1hr (ac-ft) Runoff Volume 100-yr/3hr (ac-ft) Runoff Volume 100-yr/6hr (ac-ft) Runoff Volume 100-yr/24hr (ac-ft) A 30.90 0.19 0.16 1.42 1.76 1.88 2.09 3.66 4.53 4.84 5.38 B 83.30 0.18 0.15 1.43 1.79 1.94 2.18 9.93 12.43 13.47 15.13 C 20.80 0.23 0.16 1.42 1.76 1.88 2.09 2.46 3.05 3.26 3.62 D 85.20 0.17 0.13 1.45 1.85 2.06 2.34 10.30 13.14 14.63 16.62 E 21.20 0.23 0.19 1.39 1.67 1.72 1.86 2.46 2.95 3.04 3.29 F 42.00 0.23 0.14 1.44 1.82 2 2.25 5.04 6.37 7.00 7.88 G 12.70 0.19 0.17 1.41 1.73 1.83 2.01 1.49 1.83 1.93 2.12 H 26.80 0.17 0.17 1.41 1.73 1.83 2.01 3.15 3.87 4.09 4.49 I 21.40 0.21 0.13 1.45 1.85 2.06 2.34 2.59 3.30 3.67 4.17 J 44.60 0.20 0.11 1.47 1.91 2.18 2.53 5.46 7.10 8.10 9.40 K 13.00 0.22 0.22 1.36 1.59 1.56 1.64 1.47 1.72 1.69 1.78 M 56.20 0.20 0.09 1.49 1.97 2.29 2.76 6.98 9.22 10.72 12.92 N 89.40 0.21 0.12 1.46 1.88 2.12 2.43 10.87 14.00 15.79 18.10 O 34.90 0.23 0.18 1.4 1.7 1.77 1.94 4.07 4.94 5.15 5.64 P 31.80 0.21 0.15 1.43 1.79 1.94 2.18 3.79 4.75 5.15 5.78 Q 22.10 0.22 0.15 1.43 1.79 1.94 2.18 2.58 3.13 3.26 3.57 R 19.60 0.26 0.19 1.39 1.67 1.72 1.86 2.27 2.73 2.81 3.04 S 16.10 0.22 0.15 1.43 1.79 1.94 2.18 1.92 2.40 2.60 2.92 T 26.50 0.23 0.12 1.46 1.88 2.12 2.43 3.22 4.15 4.68 5.37 NOAA Atlas 14 was utilized to obtain the 100-y rainfall amounts in inches for all durations. (1hr = 1.58in, 3hr = 2.24, 6hr=2.83, 24-hr=4.52 in). The effective rainfall was then calculated by factoring in the loss rates. Flow from the Calle Rondo storm drain enters drainage area M. 48.4 ac-ft is generated by the storm drain for all durations of the 100-yr event and should be added to the runoff volume for basin design. SilverRock Resort City of La Quinta October 2017 14 Michael Baker International Table 4 shows the required volume check. Table 5 shows individual basin draw down (dewater) calculations to make sure that there is 1 foot of freeboard to the controlling 100-year runoff volume. The 24-hr 100-year event is the design storm because it produces the greatest volume. Comparing the required storage volumes from Table 3 with the existing site topography, the following table summarizes the available storage capacities of the existing stormwater storage areas. Where existing storage areas are not present, retention basins were preliminarily sized using the minimum required storage volume. Stage storage calculations are included in Appendix B. Table 4: Storage Requirements Notes: 1 Area K consists of existing golf course and drains directly to the CVWD Canal. No development flow drains to Area K. 2 Areas I, F, Q, and R will have lakes. The required storage volume will be stored on top of the lake surface. 3 The Calle Rondo storm drain enters SilverRock Resort in Drainage Area M. Therefore, the required storage volume for DA M includes the 48.4 ac-ft produced by Calle Rondo in the 100-yr storm. 4 Offsite flows from the adjacent roads enter areas M, N, O, P, T, and R. Basins are sized to include offsite road flows. 5 Infiltration results are preliminary. A rate of 5.1 in/hr was used, based on the average infiltration rate from multiple testing locations, divided by a safety factor of 1.5. Source: Landmark Consultants, Inc. Geotechnical Report: Proposed Boutique Hotel at SilverRock. April 2007. Area Designation Debris volume (Ac-ft) Runoff Volume 100-yr/24hr (ac- ft) Required Storage Volume (ac-ft) Total storage provided (ac- ft) A 0.04 5.38 5.42 21.51 B 0.28 15.13 15.41 55.48 C - 3.62 3.62 5.68 D 0.39 16.62 17 43.82 E - 3.29 3.29 5.15 F - 7.88 7.88 7.88 G 0.05 2.12 2.17 5.29 H 0.13 4.49 4.62 10.17 I - 4.17 4.17 4.2 J - 9.40 9.4 11.85 K - 1.78 N/A N/A M - 12.92 61.3 92.9 N - 18.10 18.1 18.1 O - 5.64 5.64 6.82 P - 5.78 5.78 8.04 Q - 3.57 3.57 3.6 R - 3.04 3.04 4.07 S - 2.92 2.92 3.44 T - 5.37 5.37 5.4 SilverRock Resort City of La Quinta October 2017 15 Michael Baker International Table 5: Existing/Proposed Basin Properties Tributary Drainage Area Basin ID Basin Volume (ac-ft) Basin invert (ft) WSE (ft) Freeboard (ft) Drawdown time (hr) A A-1 21.51 24.0 29.5 3.5 12.9 B B-1 55.48 total 25.0 30.0 1.0 11.7 B-2 27.0 30.0 1.0 7.0 B-3 22.0 27.0 1.0 11.7 C C-1 5.68 total 30.0 32.0 1.0 4.7 C-2 23.0 26.0 1.0 7.0 D D-1 43.82 11.0 17.0 5.0 14.1 E E-1 5.15 12.0 19.0 1.0 16.4 F F-1 7.88 (adjust lake WSE) N/A 18.0 1.0 N/A G G-1 5.29 13.0 18.0 1.0 11.7 H H-1 10.17 9.0 17.0 1.0 18.8 I I-1 4.20 (adjust lake WSE) N/A 7.0 1.0 N/A J J-1 11.85 0.0 8.0 1.0 18.8 M M-1 77.7 14.0 20.0 1.0 14.1 M-2 11.5 8.0 14.0 7.0 14.1 M-3 3.7 14.0 18.0 4.0 9.4 N N-1 3.90 12.0 15.0 1.0 7.0 N-2 2.75 9.0 13.0 1.0 9.4 N-3 1.85 13.0 17.0 1.0 9.4 N/O N/O 2.22 10.0 12.0 2.0 4.7 O-2 4.60 12.0 14.0 1.0 4.7 P P-1 8.04 0.0 6.0 2.0 14.1 Q Q-1 3.6 (adjust lake WSE) N/A 9.0 1.0 N/A R R-1 4.07 (adjust lake WSE) N/A 7.0 1.0 N/A S S-1 3.44 0.0 4.0 2.0 9.4 T T-1 2.75 2.0 4.0 2.0 4.7 Note: Drawdown is N/A for existing lakes because they will not have infiltration. SilverRock Resort City of La Quinta October 2017 16 Michael Baker International 3 HYDRAULICS 3.1 Hydraulic Modeling Guidelines Hydraulic calculations for the proposed pipe systems on Silverrock Way are designed for the 100-year frequency storm. The calculations were performed using the Water Surface Pressure Gradient (WSPGW) design software. WSPGW computes and plots uniform and non-uniform steady flow water surface profiles and pressure gradients in open channels or closed conduits with irregular or regular sections. The computation procedure is based on solving Bernoulli’s equation for the total energy between two sections in a reach. WSPG calculations follow the criteria outlined in Engineering Bulletin 06-16, which requires: · Minimum velocity of 2.5 fps · Retention basin 100-yr HGL at least 1 foot below the catch basin local depression flow line · HGL at least 1ft below the top of the manhole cover and pad elevation · HGL a maximum of 7 ft above the top of pipe Pipes in the public right-of-way must be a minimum of 1.5 ft in diameter. Table 6 shows the storm drain design summary and the WSPG output files are shown in Appendix C. Table 6: Storm Drain Design Summary Line Station Diameter (ft) A 1000.00-1056.18 3 1056.18-1113.68 2.5 B 1000-1090.48 2.5 C 1000.00-1110.19 2 D 1000.00-1095.49 1.5 E 1000.00-2092.00 3 2092.00-2497.37 1.5 F 1000.00-1132.80 1.5 3.2 Flooded Width Catch basins were designed for Silverrock Way to comply with the City of La Quinta Engineering Bulletin #06-16 (October 2015). According to Engineering Bulletin #06-16 (October 2015), for a design frequency storm of 10 years, the design maximum allowable arterial spreads will equal 1 lane (10-12ft) + bike lane (if present). The 100-year design frequency storm must be conveyed within the respective City right of way. The Silverrock Resort Phase 2 Street Improvement Plans dated September 2016 show that Silverrock Way will be a local 2-lane street similar to City of La Quinta STD 152. The hydraulic design ensures that at least 10-ft of unflooded width will be present during the 10-yr storm. SilverRock Resort City of La Quinta October 2017 17 Michael Baker International Figure 5: Typical Street Section Silverrock Way will have a 0.33-ft high rolled curb (City of La Quinta STD. NO. 203). A custom cross section of the halfstreet and rolled curb gutter was input in Bentley Flowmaster to determine the flow depth and spread (Figure 1). Advanced Engineering Software (AES 2013) Hydraulics ELEments I (HELE 1) was used for catch basin sizing. HELE 1 was not used for flow depth and spread because it only approximates a standard curb, which has a different flow capacity than the rolled curb. The FlowMaster calculations can be seen in Appendix D. Figure 6: FlowMaster Halfstreet with Rolled Curb 3.3 Catch Basin Calculations Catch basins in sump location are designed for the 100-yr frequency storm. Flow-by (on grade) locations are designed for the 10-yr frequency storm and intercept at least 85% of the design flow. Flooded widths and depths are from the total flow entering the catch basin. All 10-yr total flooded widths are a maximum of 20 ft as required. All 10 and 100-yr depths are within the street right of way that ends at the top of curb, a depth of 0.33 ft. Silverrock Way will utilize curb inlet catch basins (La Quinta STD 300) with a catch basin opening height of 5.5” (0.46’), which includes a 4” local depression and 1.5” curb depression. x (ft) y (ft) 0.00 0.33 0.06 0.33 0.38 0.29 0.66 0.19 0.94 0.08 1.60 0.00 2.15 0.08 15.50 0.35 SilverRock Resort City of La Quinta October 2017 18 Michael Baker International Catch basin E-1 is designed to capture the 100-year flow to prevent flow from entering the side street. The HELE Catch Basin calculations can be seen in Appendix E. 3.4 Outlet Structure Design The outlet structures at the basin will consist of a flared wingwall followed by a rectangular riprap energy dissipation pad. Riprap was designed using the velocity from the 100-yr storm into an empty basin to yield the greatest, most conservative velocities. Flow depth and velocity at the end of the wingwall were used to calculate rock layer thickness and diameter using the Army Corps of Engineers method in the Riprap Design Systems program by WEST consultants. The pad length was calculated using the flow and depth at the end of the wingwall structure and calculating the width necessary to achieve a velocity of 5 fps (non-erosive), assuming that water spreads outward 1ft for every 4ft of length traveled. Table 7 shows the riprap pad design for the storm drain outlets. Table 7: Riprap Pad Design SD Line Riprap pad length, ft Riprap pad width, ft Layer thickness Caltrans RSP class A 16 16 2.5 1/4 ton (23" diam) B 15 15 2.5 1/4 ton (23" diam) C 10 10 2.25 1/4 ton (23" diam) D 8 8 2.75 1/4 ton (23" diam) E 22 22 3.5 1/2 ton (28" diam) F 5 5 0.75 1/4 ton (23" diam) H 7 7 0.75 1/4 ton (23" diam) SilverRock Resort City of La Quinta October 2017 19 Michael Baker International 3 REFERENCES Reference 1 Riverside County Flood Control and Water Conservation District Hydrology Manual (1978) Reference 2 SilverRock Ranch Stormwater Management and Debris Control Plan (November 2003) Reference 3 SilverRock Resort Mountain Runoff & Onsite Runoff Detention Basin and Percolation Rate Analysis (June 2005) Reference 4 City of La Quinta Engineering Bulletin #06-16 (October 2015) SilverRock Resort City of La Quinta June 2017 Michael Baker International Exhibit 1 Proposed Hydrology Map 14725 Alton Parkway, Irvine, CA 92618Phone: (949) 472-3505 ·MBAKERINTL.COM SilverRock Resort City of La Quinta June 2017 Michael Baker International Exhibit 2 Drainage Area Map SILVERROCK RESORTDRAINAGE AREA MAP Exhibit 26/7/2017 JN H:\pdata\152669\GIS\MXD\Basin_ex2.mxd <USER NAME>AVENUE 54 AVENUE 52 JEFFERSON STREETF B D J1 E C P1 I1 N1-N2-N3 Q1 T1 K O2 R1 S1 3A M1-M2 O1 H M3 G 1A R2 Sources: Esri, HERE, DeLorme, USGS, Intermap, increment P Corp., NRCAN, Esri Japan, METI,Esri China (Hong Kong), Esri (Thailand), TomTom, MapmyIndia, © OpenStreetMap contributors,and the GIS User Community Legend Basin Drainage Area Storage ¯1,600 0 1,600800 Feet SilverRock Resort City of La Quinta June 2017 Michael Baker International Appendix A Hydrology Calculations RATIONAL METHOD 10‐YEAR STORM EVENT ____________________________________________________________________________ **************************************************************************** INTEGRATED RATIONAL METHOD/UH METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) (Rational Tabling Version 20.0) Release Date: 06/01/2013 License ID 1264 Analysis prepared by: RBF Consulting 14257 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * SILVERROCK RESORT * * RATIONAL METHOD * * 10-YEAR STORM EVENT - JULY 2016 - ASIDOR * ************************************************************************** FILE NAME: SR10RMIN.DAT TIME/DATE OF STUDY: 07:16 07/13/2016 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 1.800 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.748 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.820 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.580 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4900985 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4927142 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1-HOUR INTENSITY(INCH/HOUR) = 0.755 SLOPE OF INTENSITY DURATION CURVE = 0.4901 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 2 15.0 10.0 0.020/0.020/ --- 0.67 2.00 0.0312 0.167 0.0150 3 15.0 10.0 0.020/0.020/ --- 0.50 1.50 0.0312 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 1.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* Date: 07/13/2016 File name: SR10RMIN.RES Page 1 UNIT-HYDROGRAPH MODEL SELECTIONS/PARAMETERS: WATERSHED LAG = 0.80 * Tc FOOTHILL S-GRAPH USED. RIVERSIDE COUNTY DEPTH-AREA FACTORS USED (See Page B-3.) * 1-HOUR ( 5-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 1-HOUR RAINFALL DEPTH (INCHES) = 0.75 * 3-HOUR (10-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 3-HOUR RAINFALL DEPTH (INCHES) = 1.10 * 6-HOUR (15-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 6-HOUR RAINFALL DEPTH (INCHES) = 1.41 *24-HOUR (60-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 24-HOUR RAINFALL DEPTH (INCHES) = 2.31 LOW LOSS RATE PERCENTAGE = 0.80 MINIMUM LOSS RATE PERCENTAGE FOR 24-HOUR STORM = 0.20 *PRECIPITATION ZONE NUMBER (PZN) = 2.0 *ANTECEDENT MOISTURE CONDITION (AMC) = 0.00 ASSUMED FOR UNIT HYDROGRAPH METHOD* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 36.20 ELEVATION DIFFERENCE(FEET) = 2.30 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.948 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.36 0.7426 56 8.68 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.52 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 36.20 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 859.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.36 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Date: 07/13/2016 File name: SR10RMIN.RES Page 2 STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 7.65 Tc(MIN.) = 16.34 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.429 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 3.57 0.7097 56 SUBAREA AREA(ACRES) = 3.57 SUBAREA RUNOFF(CFS) = 3.62 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 4.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.50 FLOW VELOCITY(FEET/SEC.) = 2.14 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1089.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.34 RAINFALL INTENSITY(INCH/HR) = 1.43 TOTAL STREAM AREA(ACRES) = 3.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.14 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 UPSTREAM ELEVATION(FEET) = 38.00 DOWNSTREAM ELEVATION(FEET) = 36.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.138 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 0.7520 56 7.18 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 36.00 DOWNSTREAM ELEVATION(FEET) = 31.50 Date: 07/13/2016 File name: SR10RMIN.RES Page 3 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.46 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 10.09 Tc(MIN.) = 17.27 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.391 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 4.09 0.7067 56 SUBAREA AREA(ACRES) = 4.09 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 4.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.87 FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) = 0.80 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 104.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 31.50 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 205.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.69 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) = 15.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 1.86 SPLIT DEPTH(FEET) = 0.21 SPLIT FLOOD WIDTH(FEET) = 3.95 SPLIT FLOW(CFS) = 0.29 SPLIT VELOCITY(FEET/SEC.) = 1.06 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86 Date: 07/13/2016 File name: SR10RMIN.RES Page 4 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 19.11 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.324 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.61 0.7012 56 SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 4.9 PEAK FLOW RATE(CFS) = 4.97 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 1.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 105.00 = 1365.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 19.11 RAINFALL INTENSITY(INCH/HR) = 1.32 TOTAL STREAM AREA(ACRES) = 4.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.97 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.14 16.34 1.429 3.93 2 4.97 19.11 1.324 4.94 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.39 16.34 1.429 2 8.81 19.11 1.324 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.81 Tc(MIN.) = 19.11 TOTAL AREA(ACRES) = 8.9 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 105.00 = 1365.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- Date: 07/13/2016 File name: SR10RMIN.RES Page 5 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.62 DOWNSTREAM(FEET) = 26.62 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.52 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.81 PIPE TRAVEL TIME(MIN.) = 1.02 Tc(MIN.) = 20.13 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 106.00 = 1765.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 148.00 UPSTREAM ELEVATION(FEET) = 37.50 DOWNSTREAM ELEVATION(FEET) = 36.20 ELEVATION DIFFERENCE(FEET) = 1.30 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.097 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.32 0.7501 56 7.47 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.50 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 36.20 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 802.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.24 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.48 STREET FLOW TRAVEL TIME(MIN.) = 8.00 Tc(MIN.) = 15.47 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.468 SUBAREA Tc AND LOSS RATE DATA(AMC II): Date: 07/13/2016 File name: SR10RMIN.RES Page 6 DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.39 0.7126 56 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 1.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70 FLOW VELOCITY(FEET/SEC.) = 1.85 DEPTH*VELOCITY(FT*FT/SEC.) = 0.59 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.47 RAINFALL INTENSITY(INCH/HR) = 1.47 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.96 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 39.00 DOWNSTREAM ELEVATION(FEET) = 34.50 ELEVATION DIFFERENCE(FEET) = 4.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.924 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.85 0.7414 56 8.90 SUBAREA RUNOFF(CFS) = 1.21 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 1.21 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 34.50 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Date: 07/13/2016 File name: SR10RMIN.RES Page 7 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.17 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.53 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 9.25 Tc(MIN.) = 18.15 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.357 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.15 0.7040 56 SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 2.31 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.39 FLOW VELOCITY(FEET/SEC.) = 1.63 DEPTH*VELOCITY(FT*FT/SEC.) = 0.58 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00 = 1150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.15 RAINFALL INTENSITY(INCH/HR) = 1.36 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.31 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.96 15.47 1.468 1.71 2 2.31 18.15 1.357 2.00 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.93 15.47 1.468 2 4.12 18.15 1.357 Date: 07/13/2016 File name: SR10RMIN.RES Page 8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.12 Tc(MIN.) = 18.15 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00 = 1150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.62 DOWNSTREAM(FEET) = 28.17 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.12 PIPE TRAVEL TIME(MIN.) = 1.93 Tc(MIN.) = 20.08 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 206.00 = 1640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 305.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 735.00 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 17.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.912 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.29 0.8681 56 9.02 SUBAREA RUNOFF(CFS) = 0.48 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.02 RAINFALL INTENSITY(INCH/HR) = 1.91 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.48 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM Date: 07/13/2016 File name: SR10RMIN.RES Page 9 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 705.00 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 8.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.798 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.06 0.8669 56 10.23 SUBAREA RUNOFF(CFS) = 1.65 TOTAL AREA(ACRES) = 1.06 TOTAL RUNOFF(CFS) = 1.65 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.23 RAINFALL INTENSITY(INCH/HR) = 1.80 TOTAL STREAM AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.48 9.02 1.912 0.29 2 1.65 10.23 1.798 1.06 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.94 9.02 1.912 2 2.10 10.23 1.798 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.10 Tc(MIN.) = 10.23 TOTAL AREA(ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 305.00 = 735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ Date: 07/13/2016 File name: SR10RMIN.RES Page 10 UPSTREAM ELEVATION(FEET) = 27.00 DOWNSTREAM ELEVATION(FEET) = 23.25 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.33 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.80 STREET FLOW TRAVEL TIME(MIN.) = 2.51 Tc(MIN.) = 12.74 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.615 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.46 0.8646 56 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 2.75 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.79 FLOW VELOCITY(FEET/SEC.) = 2.39 DEPTH*VELOCITY(FT*FT/SEC.) = 0.85 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 306.00 = 1085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.25 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.42 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.75 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 13.24 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 313.00 = 1219.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.24 RAINFALL INTENSITY(INCH/HR) = 1.58 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.75 Date: 07/13/2016 File name: SR10RMIN.RES Page 11 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 413.00 UPSTREAM ELEVATION(FEET) = 30.00 DOWNSTREAM ELEVATION(FEET) = 26.00 ELEVATION DIFFERENCE(FEET) = 4.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.966 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 2.15 0.8687 56 8.53 SUBAREA RUNOFF(CFS) = 3.67 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 3.67 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 109.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.67 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 8.74 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 313.00 = 522.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.74 RAINFALL INTENSITY(INCH/HR) = 1.94 TOTAL STREAM AREA(ACRES) = 2.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.67 **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 791.00 UPSTREAM ELEVATION(FEET) = 32.00 DOWNSTREAM ELEVATION(FEET) = 25.00 Date: 07/13/2016 File name: SR10RMIN.RES Page 12 ELEVATION DIFFERENCE(FEET) = 7.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.715 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 4.22 0.8659 56 11.26 SUBAREA RUNOFF(CFS) = 6.27 TOTAL AREA(ACRES) = 4.22 TOTAL RUNOFF(CFS) = 6.27 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 25.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 109.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.61 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.27 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 11.47 LONGEST FLOWPATH FROM NODE 309.00 TO NODE 313.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.47 RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.27 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 338.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.894 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.39 0.8679 56 9.20 SUBAREA RUNOFF(CFS) = 0.64 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.64 **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 31 Date: 07/13/2016 File name: SR10RMIN.RES Page 13 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.64 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 9.65 LONGEST FLOWPATH FROM NODE 311.00 TO NODE 313.00 = 401.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 9.65 RAINFALL INTENSITY(INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.64 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.75 13.24 1.584 1.81 2 3.67 8.74 1.942 2.15 3 6.27 11.47 1.700 4.22 4 0.64 9.65 1.850 0.39 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.85 8.74 1.942 2 11.41 9.65 1.850 3 12.45 11.47 1.700 4 12.13 13.24 1.584 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 12.45 Tc(MIN.) = 11.47 TOTAL AREA(ACRES) = 8.6 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 313.00 = 1219.00 FEET. **************************************************************************** Date: 07/13/2016 File name: SR10RMIN.RES Page 14 FLOW PROCESS FROM NODE 313.00 TO NODE 302.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.25 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 5.00 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.) = 13.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.45 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.48 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 1224.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.48 RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) = 8.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.45 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 23.75 ELEVATION DIFFERENCE(FEET) = 20.25 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.777 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.56 0.8666 56 10.48 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 23.75 DOWNSTREAM ELEVATION(FEET) = 22.00 STREET LENGTH(FEET) = 179.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Date: 07/13/2016 File name: SR10RMIN.RES Page 15 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.91 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.50 STREET FLOW TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 12.06 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.658 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.07 0.8652 56 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.10 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 0.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.63 FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 1179.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.06 RAINFALL INTENSITY(INCH/HR) = 1.66 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.96 **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 404.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.849 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.16 0.8674 56 9.67 SUBAREA RUNOFF(CFS) = 0.26 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 Date: 07/13/2016 File name: SR10RMIN.RES Page 16 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.67 RAINFALL INTENSITY(INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.26 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 634.00 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 13.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.945 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.82 0.8685 56 8.71 SUBAREA RUNOFF(CFS) = 3.07 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 3.07 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 8.71 RAINFALL INTENSITY(INCH/HR) = 1.95 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.45 11.48 1.699 8.57 2 0.96 12.06 1.658 0.63 3 0.26 9.67 1.849 0.16 4 3.07 8.71 1.945 1.82 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. Date: 07/13/2016 File name: SR10RMIN.RES Page 17 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 13.45 8.71 1.945 2 14.44 9.67 1.849 3 16.29 11.48 1.699 4 15.97 12.06 1.658 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.29 Tc(MIN.) = 11.48 TOTAL AREA(ACRES) = 11.2 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 1224.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 316.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.91 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.29 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 11.76 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 316.00 = 1324.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 397.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.834 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.46 0.8673 56 9.82 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 0.73 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.82 RAINFALL INTENSITY(INCH/HR) = 1.83 TOTAL STREAM AREA(ACRES) = 0.46 Date: 07/13/2016 File name: SR10RMIN.RES Page 18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.73 **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 403.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 411.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.815 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.80 0.8671 56 10.03 SUBAREA RUNOFF(CFS) = 1.26 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.26 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.03 RAINFALL INTENSITY(INCH/HR) = 1.82 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.26 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.73 9.82 1.834 0.46 2 1.26 10.03 1.815 0.80 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.96 9.82 1.834 2 1.98 10.03 1.815 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.98 Tc(MIN.) = 10.03 TOTAL AREA(ACRES) = 1.3 Date: 07/13/2016 File name: SR10RMIN.RES Page 19 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 403.00 = 411.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.25 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.19 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.98 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 10.15 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 401.00 = 441.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.15 RAINFALL INTENSITY(INCH/HR) = 1.80 TOTAL STREAM AREA(ACRES) = 1.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.98 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 746.00 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 8.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.768 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 3.52 0.8665 56 10.58 SUBAREA RUNOFF(CFS) = 5.39 TOTAL AREA(ACRES) = 3.52 TOTAL RUNOFF(CFS) = 5.39 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 Date: 07/13/2016 File name: SR10RMIN.RES Page 20 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.39 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 10.84 LONGEST FLOWPATH FROM NODE 404.00 TO NODE 401.00 = 840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.84 RAINFALL INTENSITY(INCH/HR) = 1.75 TOTAL STREAM AREA(ACRES) = 3.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.39 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 402.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.851 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.17 0.8675 56 9.64 SUBAREA RUNOFF(CFS) = 0.27 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.64 RAINFALL INTENSITY(INCH/HR) = 1.85 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.27 **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 407.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 629.00 Date: 07/13/2016 File name: SR10RMIN.RES Page 21 UPSTREAM ELEVATION(FEET) = 28.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.775 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 5.73 0.8666 56 10.49 SUBAREA RUNOFF(CFS) = 8.82 TOTAL AREA(ACRES) = 5.73 TOTAL RUNOFF(CFS) = 8.82 **************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.39 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.82 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 11.02 LONGEST FLOWPATH FROM NODE 406.00 TO NODE 401.00 = 799.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 11.02 RAINFALL INTENSITY(INCH/HR) = 1.73 TOTAL STREAM AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.82 **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 418.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.830 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.16 0.8672 56 9.86 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** Date: 07/13/2016 File name: SR10RMIN.RES Page 22 FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 5 ARE: TIME OF CONCENTRATION(MIN.) = 9.86 RAINFALL INTENSITY(INCH/HR) = 1.83 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.98 10.15 1.805 1.26 2 5.39 10.84 1.747 3.52 3 0.27 9.64 1.851 0.17 4 8.82 11.02 1.733 5.73 5 0.25 9.86 1.830 0.16 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.91 9.64 1.851 2 15.25 9.86 1.830 3 15.67 10.15 1.805 4 16.49 10.84 1.747 5 16.57 11.02 1.733 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.57 Tc(MIN.) = 11.02 TOTAL AREA(ACRES) = 10.8 LONGEST FLOWPATH FROM NODE 404.00 TO NODE 401.00 = 840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 410.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.93 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.57 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 11.44 LONGEST FLOWPATH FROM NODE 404.00 TO NODE 410.00 = 990.00 FEET. Date: 07/13/2016 File name: SR10RMIN.RES Page 23 **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 549.00 UPSTREAM ELEVATION(FEET) = 27.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 4.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.808 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 4.02 0.8670 56 10.11 SUBAREA RUNOFF(CFS) = 6.30 TOTAL AREA(ACRES) = 4.02 TOTAL RUNOFF(CFS) = 6.30 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.30 PIPE TRAVEL TIME(MIN.) = 0.57 Tc(MIN.) = 10.69 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 508.00 = 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.69 RAINFALL INTENSITY(INCH/HR) = 1.76 TOTAL STREAM AREA(ACRES) = 4.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.30 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 549.00 UPSTREAM ELEVATION(FEET) = 25.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 2.50 Date: 07/13/2016 File name: SR10RMIN.RES Page 24 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.727 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.66 0.8660 56 11.11 SUBAREA RUNOFF(CFS) = 2.48 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 2.48 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.31 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.48 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 11.45 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 508.00 = 617.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.45 RAINFALL INTENSITY(INCH/HR) = 1.70 TOTAL STREAM AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.48 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 513.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.675 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.49 0.8654 56 11.82 SUBAREA RUNOFF(CFS) = 0.71 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- Date: 07/13/2016 File name: SR10RMIN.RES Page 25 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.71 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 12.33 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 508.00 = 584.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.33 RAINFALL INTENSITY(INCH/HR) = 1.64 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.71 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 507.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.523 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.67 0.8633 56 14.36 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 1.67 TOTAL RUNOFF(CFS) = 2.20 **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.92 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.20 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 14.86 Date: 07/13/2016 File name: SR10RMIN.RES Page 26 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 508.00 = 738.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 14.86 RAINFALL INTENSITY(INCH/HR) = 1.50 TOTAL STREAM AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.30 10.69 1.760 4.02 2 2.48 11.45 1.701 1.66 3 0.71 12.33 1.641 0.49 4 2.20 14.86 1.497 1.67 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.81 10.69 1.760 2 10.93 11.45 1.701 3 10.80 12.33 1.641 4 10.39 14.86 1.497 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.81 Tc(MIN.) = 10.69 TOTAL AREA(ACRES) = 7.8 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 508.00 = 738.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 511.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.25 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.91 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.81 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 10.72 Date: 07/13/2016 File name: SR10RMIN.RES Page 27 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 511.00 = 755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.72 RAINFALL INTENSITY(INCH/HR) = 1.76 TOTAL STREAM AREA(ACRES) = 7.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.81 **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 511.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 382.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.879 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.86 0.8678 56 9.35 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 1.40 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.35 RAINFALL INTENSITY(INCH/HR) = 1.88 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.40 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 399.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.855 SUBAREA Tc AND LOSS RATE DATA(AMC II): Date: 07/13/2016 File name: SR10RMIN.RES Page 28 DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.71 0.8675 56 9.59 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 1.14 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.59 RAINFALL INTENSITY(INCH/HR) = 1.86 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.14 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.81 10.72 1.757 7.84 2 1.40 9.35 1.879 0.86 3 1.14 9.59 1.855 0.71 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.94 9.35 1.879 2 12.20 9.59 1.855 3 13.21 10.72 1.757 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.21 Tc(MIN.) = 10.72 TOTAL AREA(ACRES) = 9.4 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 511.00 = 755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.57 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 Date: 07/13/2016 File name: SR10RMIN.RES Page 29 PIPE-FLOW(CFS) = 13.21 PIPE TRAVEL TIME(MIN.) = 0.45 Tc(MIN.) = 11.17 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 512.00 = 905.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 604.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 396.00 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.737 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.01 0.8661 56 10.97 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.97 RAINFALL INTENSITY(INCH/HR) = 1.74 TOTAL STREAM AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 552.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.576 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.62 0.8641 56 13.39 SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 1.62 TOTAL RUNOFF(CFS) = 2.21 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Date: 07/13/2016 File name: SR10RMIN.RES Page 30 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 192.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.65 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.21 PIPE TRAVEL TIME(MIN.) = 0.88 Tc(MIN.) = 14.27 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 604.00 = 744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.27 RAINFALL INTENSITY(INCH/HR) = 1.53 TOTAL STREAM AREA(ACRES) = 1.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.21 **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 22.50 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.493 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.07 0.8734 56 5.25 SUBAREA RUNOFF(CFS) = 0.15 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.15 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.25 RAINFALL INTENSITY(INCH/HR) = 2.49 TOTAL STREAM AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.15 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA Date: 07/13/2016 File name: SR10RMIN.RES Page 31 NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.52 10.97 1.737 1.01 2 2.21 14.27 1.527 1.62 3 0.15 5.25 2.493 0.07 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.69 5.25 2.493 2 3.32 10.97 1.737 3 3.64 14.27 1.527 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.64 Tc(MIN.) = 14.27 TOTAL AREA(ACRES) = 2.7 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 604.00 = 744.00 FEET. **************************************************************************** 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)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.64 PIPE TRAVEL TIME(MIN.) = 0.61 Tc(MIN.) = 14.88 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 605.00 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 238.00 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 21.00 ELEVATION DIFFERENCE(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.081 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL Date: 07/13/2016 File name: SR10RMIN.RES Page 32 "S.F. 1/4 ACRE LOT" B 1.66 0.7493 56 7.59 SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 2.59 **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 21.00 DOWNSTREAM ELEVATION(FEET) = 16.50 STREET LENGTH(FEET) = 319.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.08 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.91 STREET FLOW TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 9.58 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.857 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.15 0.8675 56 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 2.83 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.29 FLOW VELOCITY(FEET/SEC.) = 2.69 DEPTH*VELOCITY(FT*FT/SEC.) = 0.93 LONGEST FLOWPATH FROM NODE 702.00 TO NODE 704.00 = 557.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 16.50 DOWNSTREAM(FEET) = 14.75 FLOW LENGTH(FEET) = 204.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.69 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.83 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 10.30 LONGEST FLOWPATH FROM NODE 702.00 TO NODE 707.00 = 761.00 FEET. **************************************************************************** Date: 07/13/2016 File name: SR10RMIN.RES Page 33 FLOW PROCESS FROM NODE 707.00 TO NODE 707.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.30 RAINFALL INTENSITY(INCH/HR) = 1.79 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.83 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 706.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 935.00 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 15.00 ELEVATION DIFFERENCE(FEET) = 11.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.504 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.06 0.7152 56 14.73 SUBAREA RUNOFF(CFS) = 8.67 TOTAL AREA(ACRES) = 8.06 TOTAL RUNOFF(CFS) = 8.67 **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 15.00 DOWNSTREAM(FEET) = 14.75 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.67 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.78 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 707.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 707.00 TO NODE 707.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.78 RAINFALL INTENSITY(INCH/HR) = 1.50 TOTAL STREAM AREA(ACRES) = 8.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.67 Date: 07/13/2016 File name: SR10RMIN.RES Page 34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.83 10.30 1.792 1.81 2 8.67 14.78 1.501 8.06 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 8.87 10.30 1.792 2 11.04 14.78 1.501 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.04 Tc(MIN.) = 14.78 TOTAL AREA(ACRES) = 9.9 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 707.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 707.00 TO NODE 711.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.75 DOWNSTREAM(FEET) = 12.00 FLOW LENGTH(FEET) = 569.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.31 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.04 PIPE TRAVEL TIME(MIN.) = 1.79 Tc(MIN.) = 16.56 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 711.00 = 1525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 711.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.56 RAINFALL INTENSITY(INCH/HR) = 1.42 TOTAL STREAM AREA(ACRES) = 9.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.04 **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 709.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< Date: 07/13/2016 File name: SR10RMIN.RES Page 35 ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 708.00 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 14.00 ELEVATION DIFFERENCE(FEET) = 8.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.582 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.32 0.7207 56 13.28 SUBAREA RUNOFF(CFS) = 7.20 TOTAL AREA(ACRES) = 6.32 TOTAL RUNOFF(CFS) = 7.20 **************************************************************************** FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 14.00 DOWNSTREAM ELEVATION(FEET) = 12.25 STREET LENGTH(FEET) = 392.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.34 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.46 FLOOD WIDTH(FEET) = 15.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 1.93 SPLIT DEPTH(FEET) = 0.39 SPLIT FLOOD WIDTH(FEET) = 11.72 SPLIT FLOW(CFS) = 2.64 SPLIT VELOCITY(FEET/SEC.) = 1.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.93 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.88 STREET FLOW TRAVEL TIME(MIN.) = 3.39 Tc(MIN.) = 16.67 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.415 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.23 0.8617 56 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 7.49 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY(FT*FT/SEC.) = 0.88 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 710.00 = 1100.00 FEET. Date: 07/13/2016 File name: SR10RMIN.RES Page 36 **************************************************************************** FLOW PROCESS FROM NODE 710.00 TO NODE 711.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 12.25 DOWNSTREAM(FEET) = 12.00 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.77 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.49 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 16.72 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 711.00 = 1121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 711.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.72 RAINFALL INTENSITY(INCH/HR) = 1.41 TOTAL STREAM AREA(ACRES) = 6.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.04 16.56 1.420 9.87 2 7.49 16.72 1.413 6.55 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 18.46 16.56 1.420 2 18.47 16.72 1.413 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.46 Tc(MIN.) = 16.56 TOTAL AREA(ACRES) = 16.4 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 711.00 = 1525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 716.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Date: 07/13/2016 File name: SR10RMIN.RES Page 37 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 12.00 DOWNSTREAM(FEET) = 8.15 FLOW LENGTH(FEET) = 623.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.60 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.46 PIPE TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 18.14 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 716.00 = 2148.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 716.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.14 RAINFALL INTENSITY(INCH/HR) = 1.36 TOTAL STREAM AREA(ACRES) = 16.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.46 **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 713.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 11.75 ELEVATION DIFFERENCE(FEET) = 10.25 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.464 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.74 0.7123 56 15.55 SUBAREA RUNOFF(CFS) = 9.12 TOTAL AREA(ACRES) = 8.74 TOTAL RUNOFF(CFS) = 9.12 **************************************************************************** FLOW PROCESS FROM NODE 713.00 TO NODE 715.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 11.75 DOWNSTREAM(FEET) = 8.25 FLOW LENGTH(FEET) = 389.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.25 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.12 PIPE TRAVEL TIME(MIN.) = 1.04 Tc(MIN.) = 16.59 LONGEST FLOWPATH FROM NODE 712.00 TO NODE 715.00 = 1389.00 FEET. Date: 07/13/2016 File name: SR10RMIN.RES Page 38 **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 715.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.419 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 2.84 0.7088 56 SUBAREA AREA(ACRES) = 2.84 SUBAREA RUNOFF(CFS) = 2.86 TOTAL AREA(ACRES) = 11.6 TOTAL RUNOFF(CFS) = 11.97 TC(MIN.) = 16.59 **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 716.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.25 DOWNSTREAM(FEET) = 8.15 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.47 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.97 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 16.65 LONGEST FLOWPATH FROM NODE 712.00 TO NODE 716.00 = 1409.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 716.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.65 RAINFALL INTENSITY(INCH/HR) = 1.42 TOTAL STREAM AREA(ACRES) = 11.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.97 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 18.46 18.14 1.358 16.42 2 11.97 16.65 1.416 11.58 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Date: 07/13/2016 File name: SR10RMIN.RES Page 39 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 28.91 16.65 1.416 2 29.93 18.14 1.358 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 29.93 Tc(MIN.) = 18.14 TOTAL AREA(ACRES) = 28.0 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 716.00 = 2148.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 723.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.15 DOWNSTREAM(FEET) = 8.00 FLOW LENGTH(FEET) = 23.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.47 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.93 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 18.19 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 723.00 = 2171.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.19 RAINFALL INTENSITY(INCH/HR) = 1.36 TOTAL STREAM AREA(ACRES) = 28.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.93 **************************************************************************** FLOW PROCESS FROM NODE 717.00 TO NODE 723.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 295.00 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 8.00 ELEVATION DIFFERENCE(FEET) = 1.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.971 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.08 0.8688 56 8.48 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.14 **************************************************************************** Date: 07/13/2016 File name: SR10RMIN.RES Page 40 FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 1.97 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.14 **************************************************************************** FLOW PROCESS FROM NODE 718.00 TO NODE 719.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 19.00 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 8.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.438 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.93 0.7103 56 16.15 SUBAREA RUNOFF(CFS) = 7.08 TOTAL AREA(ACRES) = 6.93 TOTAL RUNOFF(CFS) = 7.08 **************************************************************************** FLOW PROCESS FROM NODE 719.00 TO NODE 720.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 10.50 DOWNSTREAM(FEET) = 8.25 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.08 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 16.30 LONGEST FLOWPATH FROM NODE 718.00 TO NODE 720.00 = 1083.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.431 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.56 0.8620 56 SUBAREA AREA(ACRES) = 1.56 SUBAREA RUNOFF(CFS) = 1.92 Date: 07/13/2016 File name: SR10RMIN.RES Page 41 TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 9.00 TC(MIN.) = 16.30 **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 723.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.25 DOWNSTREAM(FEET) = 8.00 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.39 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.00 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 16.43 LONGEST FLOWPATH FROM NODE 718.00 TO NODE 723.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 16.43 RAINFALL INTENSITY(INCH/HR) = 1.43 TOTAL STREAM AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.00 **************************************************************************** FLOW PROCESS FROM NODE 721.00 TO NODE 722.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 11.00 ELEVATION DIFFERENCE(FEET) = 1.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.149 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 0.7525 56 7.11 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 722.00 TO NODE 723.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 8.00 STREET LENGTH(FEET) = 610.00 CURB HEIGHT(INCHES) = 8.0 Date: 07/13/2016 File name: SR10RMIN.RES Page 42 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 4.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.32 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.34 STREET FLOW TRAVEL TIME(MIN.) = 7.70 Tc(MIN.) = 14.81 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.499 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.27 0.8630 56 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.35 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 0.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 5.94 FLOW VELOCITY(FEET/SEC.) = 1.36 DEPTH*VELOCITY(FT*FT/SEC.) = 0.38 LONGEST FLOWPATH FROM NODE 721.00 TO NODE 723.00 = 753.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 14.81 RAINFALL INTENSITY(INCH/HR) = 1.50 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.74 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.93 18.19 1.356 28.00 2 0.14 8.48 1.971 0.08 3 9.00 16.43 1.425 8.49 4 0.74 14.81 1.499 0.51 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. Date: 07/13/2016 File name: SR10RMIN.RES Page 43 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.15 8.48 1.971 2 33.34 14.81 1.499 3 36.84 16.43 1.425 4 39.26 18.19 1.356 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 39.26 Tc(MIN.) = 18.19 TOTAL AREA(ACRES) = 37.1 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 723.00 = 2171.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 724.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) = 6.87 FLOW LENGTH(FEET) = 227.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.29 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.26 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 18.71 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 724.00 = 2398.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 804.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.50 ELEVATION DIFFERENCE(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.849 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.02 0.7373 56 9.66 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOFF(CFS) = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.66 RAINFALL INTENSITY(INCH/HR) = 1.85 Date: 07/13/2016 File name: SR10RMIN.RES Page 44 TOTAL STREAM AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.39 **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 12.00 ELEVATION DIFFERENCE(FEET) = 2.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.817 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.76 0.7354 56 10.01 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 0.76 TOTAL RUNOFF(CFS) = 1.02 **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 12.00 DOWNSTREAM ELEVATION(FEET) = 11.25 STREET LENGTH(FEET) = 211.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.38 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.01 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.13 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.30 STREET FLOW TRAVEL TIME(MIN.) = 3.11 Tc(MIN.) = 13.13 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.591 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.63 0.7213 56 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 1.74 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.85 Date: 07/13/2016 File name: SR10RMIN.RES Page 45 FLOW VELOCITY(FEET/SEC.) = 1.18 DEPTH*VELOCITY(FT*FT/SEC.) = 0.34 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 803.00 = 511.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 11.25 DOWNSTREAM ELEVATION(FEET) = 9.50 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.42 STREET FLOW TRAVEL TIME(MIN.) = 3.90 Tc(MIN.) = 17.03 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.401 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.05 0.7074 56 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 1.04 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 2.78 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.91 FLOW VELOCITY(FEET/SEC.) = 1.52 DEPTH*VELOCITY(FT*FT/SEC.) = 0.46 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 804.00 = 851.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.03 RAINFALL INTENSITY(INCH/HR) = 1.40 TOTAL STREAM AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.39 9.66 1.849 1.02 Date: 07/13/2016 File name: SR10RMIN.RES Page 46 2 2.78 17.03 1.401 2.44 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.97 9.66 1.849 2 3.83 17.03 1.401 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 3.83 Tc(MIN.) = 17.03 TOTAL AREA(ACRES) = 3.5 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 804.00 = 851.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 807.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.50 DOWNSTREAM(FEET) = 8.50 FLOW LENGTH(FEET) = 216.00 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.) = 4.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.83 PIPE TRAVEL TIME(MIN.) = 0.89 Tc(MIN.) = 17.92 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 807.00 = 1067.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.92 RAINFALL INTENSITY(INCH/HR) = 1.37 TOTAL STREAM AREA(ACRES) = 3.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.83 **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 806.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 185.00 Date: 07/13/2016 File name: SR10RMIN.RES Page 47 UPSTREAM ELEVATION(FEET) = 12.00 DOWNSTREAM ELEVATION(FEET) = 10.25 ELEVATION DIFFERENCE(FEET) = 1.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.022 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.64 0.7464 56 8.05 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 0.97 **************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 807.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.25 DOWNSTREAM ELEVATION(FEET) = 8.50 STREET LENGTH(FEET) = 333.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.04 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.49 STREET FLOW TRAVEL TIME(MIN.) = 3.54 Tc(MIN.) = 11.59 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.691 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 3.35 0.7279 56 SUBAREA AREA(ACRES) = 3.35 SUBAREA RUNOFF(CFS) = 4.12 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 5.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.55 FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 805.00 TO NODE 807.00 = 518.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: Date: 07/13/2016 File name: SR10RMIN.RES Page 48 TIME OF CONCENTRATION(MIN.) = 11.59 RAINFALL INTENSITY(INCH/HR) = 1.69 TOTAL STREAM AREA(ACRES) = 3.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.09 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.83 17.92 1.366 3.46 2 5.09 11.59 1.691 3.99 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.57 11.59 1.691 2 7.94 17.92 1.366 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.57 Tc(MIN.) = 11.59 TOTAL AREA(ACRES) = 7.4 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 807.00 = 1067.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 808.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.50 DOWNSTREAM(FEET) = 7.75 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.90 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.57 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 12.10 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 808.00 = 1217.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 397.00 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 11.60 ELEVATION DIFFERENCE(FEET) = 2.90 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.698 Date: 07/13/2016 File name: SR10RMIN.RES Page 49 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.29 0.7283 56 11.50 SUBAREA RUNOFF(CFS) = 1.59 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 1.59 **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 11.60 DOWNSTREAM ELEVATION(FEET) = 10.40 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.49 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.49 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.44 STREET FLOW TRAVEL TIME(MIN.) = 2.58 Tc(MIN.) = 14.08 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.537 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.63 0.7176 56 SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 1.80 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 3.39 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70 FLOW VELOCITY(FEET/SEC.) = 1.60 DEPTH*VELOCITY(FT*FT/SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 902.00 = 627.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 905.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.40 DOWNSTREAM ELEVATION(FEET) = 8.00 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Date: 07/13/2016 File name: SR10RMIN.RES Page 50 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.72 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 4.45 Tc(MIN.) = 18.52 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.344 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 2.71 0.7029 56 SUBAREA AREA(ACRES) = 2.71 SUBAREA RUNOFF(CFS) = 2.56 TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 5.95 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.34 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.68 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 905.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 18.52 RAINFALL INTENSITY(INCH/HR) = 1.34 TOTAL STREAM AREA(ACRES) = 5.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.95 **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.75 ELEVATION DIFFERENCE(FEET) = 2.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.783 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.87 0.7335 56 10.40 SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 1.14 Date: 07/13/2016 File name: SR10RMIN.RES Page 51 **************************************************************************** FLOW PROCESS FROM NODE 904.00 TO NODE 905.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.75 DOWNSTREAM ELEVATION(FEET) = 8.00 STREET LENGTH(FEET) = 455.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 6.85 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 5.22 Tc(MIN.) = 15.63 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.461 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.09 0.7121 56 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 1.13 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 2.27 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.85 FLOW VELOCITY(FEET/SEC.) = 1.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.44 LONGEST FLOWPATH FROM NODE 903.00 TO NODE 905.00 = 785.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.63 RAINFALL INTENSITY(INCH/HR) = 1.46 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.27 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.95 18.52 1.344 5.63 2 2.27 15.63 1.461 1.96 *********************************WARNING********************************** Date: 07/13/2016 File name: SR10RMIN.RES Page 52 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.29 15.63 1.461 2 8.04 18.52 1.344 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 8.04 Tc(MIN.) = 18.52 TOTAL AREA(ACRES) = 7.6 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 905.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 906.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) = 7.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.96 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.04 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 19.03 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 906.00 = 1237.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 371.00 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.737 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.11 0.7307 56 10.97 SUBAREA RUNOFF(CFS) = 1.41 TOTAL AREA(ACRES) = 1.11 TOTAL RUNOFF(CFS) = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 1004.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< Date: 07/13/2016 File name: SR10RMIN.RES Page 53 >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.50 DOWNSTREAM ELEVATION(FEET) = 8.50 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.77 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 7.06 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.43 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.38 STREET FLOW TRAVEL TIME(MIN.) = 4.07 Tc(MIN.) = 15.03 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.489 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.68 0.7141 56 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 0.72 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 2.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.75 FLOW VELOCITY(FEET/SEC.) = 1.48 DEPTH*VELOCITY(FT*FT/SEC.) = 0.42 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 721.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.03 RAINFALL INTENSITY(INCH/HR) = 1.49 TOTAL STREAM AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.13 **************************************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 358.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.75 ELEVATION DIFFERENCE(FEET) = 2.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.741 Date: 07/13/2016 File name: SR10RMIN.RES Page 54 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.01 0.7309 56 10.92 SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 1.29 **************************************************************************** FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 9.75 DOWNSTREAM ELEVATION(FEET) = 8.50 STREET LENGTH(FEET) = 228.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 7.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.45 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.40 STREET FLOW TRAVEL TIME(MIN.) = 2.62 Tc(MIN.) = 13.54 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.567 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.21 0.7197 56 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 1.36 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 2.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.59 FLOW VELOCITY(FEET/SEC.) = 1.55 DEPTH*VELOCITY(FT*FT/SEC.) = 0.46 LONGEST FLOWPATH FROM NODE 1002.00 TO NODE 1004.00 = 586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.54 RAINFALL INTENSITY(INCH/HR) = 1.57 TOTAL STREAM AREA(ACRES) = 2.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.65 Date: 07/13/2016 File name: SR10RMIN.RES Page 55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.13 15.03 1.489 1.79 2 2.65 13.54 1.567 2.22 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.57 13.54 1.567 2 4.65 15.03 1.489 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.57 Tc(MIN.) = 13.54 TOTAL AREA(ACRES) = 4.0 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 721.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.50 DOWNSTREAM(FEET) = 7.75 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.57 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 14.12 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 871.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1100.00 TO NODE 1102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 335.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 3.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.818 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL Date: 07/13/2016 File name: SR10RMIN.RES Page 56 "S.F. 1/4 ACRE LOT" B 1.44 0.7355 56 10.00 SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 1.44 TOTAL RUNOFF(CFS) = 1.93 **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.00 RAINFALL INTENSITY(INCH/HR) = 1.82 TOTAL STREAM AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.93 **************************************************************************** FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 384.00 UPSTREAM ELEVATION(FEET) = 11.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 2.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.689 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.93 0.7278 56 11.61 SUBAREA RUNOFF(CFS) = 2.37 TOTAL AREA(ACRES) = 1.93 TOTAL RUNOFF(CFS) = 2.37 **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.61 RAINFALL INTENSITY(INCH/HR) = 1.69 TOTAL STREAM AREA(ACRES) = 1.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.93 10.00 1.818 1.44 2 2.37 11.61 1.689 1.93 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA Date: 07/13/2016 File name: SR10RMIN.RES Page 57 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.97 10.00 1.818 2 4.16 11.61 1.689 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.16 Tc(MIN.) = 11.61 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 1101.00 TO NODE 1102.00 = 384.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) = 7.97 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.16 PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 1101.00 TO NODE 1103.00 = 591.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1200.00 TO NODE 1201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 UPSTREAM ELEVATION(FEET) = 60.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 33.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.553 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.53 0.8738 56 5.00 SUBAREA RUNOFF(CFS) = 3.41 TOTAL AREA(ACRES) = 1.53 TOTAL RUNOFF(CFS) = 3.41 **************************************************************************** FLOW PROCESS FROM NODE 1201.00 TO NODE 1211.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Date: 07/13/2016 File name: SR10RMIN.RES Page 58 ELEVATION DATA: UPSTREAM(FEET) = 27.00 DOWNSTREAM(FEET) = 26.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.96 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.41 PIPE TRAVEL TIME(MIN.) = 2.53 Tc(MIN.) = 7.53 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1211.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1211.00 TO NODE 1211.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.089 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.09 0.8699 56 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 5.39 TC(MIN.) = 7.53 **************************************************************************** FLOW PROCESS FROM NODE 1211.00 TO NODE 1214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.00 DOWNSTREAM(FEET) = 24.00 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.39 PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 8.82 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1214.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1214.00 TO NODE 1214.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.934 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.34 0.8684 56 SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 2.25 TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 7.64 TC(MIN.) = 8.82 **************************************************************************** FLOW PROCESS FROM NODE 1214.00 TO NODE 1217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Date: 07/13/2016 File name: SR10RMIN.RES Page 59 ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 22.50 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.64 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 9.12 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1217.00 = 1115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.12 RAINFALL INTENSITY(INCH/HR) = 1.90 TOTAL STREAM AREA(ACRES) = 3.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.64 **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1203.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.00 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 30.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.772 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 2.73 0.8666 56 10.53 SUBAREA RUNOFF(CFS) = 4.19 TOTAL AREA(ACRES) = 2.73 TOTAL RUNOFF(CFS) = 4.19 **************************************************************************** FLOW PROCESS FROM NODE 1203.00 TO NODE 1206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.00 DOWNSTREAM(FEET) = 24.00 FLOW LENGTH(FEET) = 345.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.19 PIPE TRAVEL TIME(MIN.) = 0.85 Tc(MIN.) = 11.38 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1206.00 = 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1206.00 TO NODE 1206.00 IS CODE = 81 Date: 07/13/2016 File name: SR10RMIN.RES Page 60 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.706 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.49 0.8658 56 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 2.20 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 6.39 TC(MIN.) = 11.38 **************************************************************************** FLOW PROCESS FROM NODE 1206.00 TO NODE 1217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 22.50 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.16 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.39 PIPE TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 13.05 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1217.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.596 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.00 0.8643 56 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 5.2 TOTAL RUNOFF(CFS) = 7.77 TC(MIN.) = 13.05 **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.596 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 2.18 0.8643 56 SUBAREA AREA(ACRES) = 2.18 SUBAREA RUNOFF(CFS) = 3.01 TOTAL AREA(ACRES) = 7.4 TOTAL RUNOFF(CFS) = 10.78 TC(MIN.) = 13.05 **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 1 ---------------------------------------------------------------------------- Date: 07/13/2016 File name: SR10RMIN.RES Page 61 >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.05 RAINFALL INTENSITY(INCH/HR) = 1.60 TOTAL STREAM AREA(ACRES) = 7.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 7.64 9.12 1.902 3.96 2 10.78 13.05 1.596 7.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.18 9.12 1.902 2 17.19 13.05 1.596 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.19 Tc(MIN.) = 13.05 TOTAL AREA(ACRES) = 11.4 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1217.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1218.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.10 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.76 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.19 PIPE TRAVEL TIME(MIN.) = 0.09 Tc(MIN.) = 13.13 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1218.00 = 1170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1300.00 TO NODE 1301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 Date: 07/13/2016 File name: SR10RMIN.RES Page 62 INITIAL SUBAREA FLOW-LENGTH(FEET) = 153.00 UPSTREAM ELEVATION(FEET) = 24.50 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.391 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.51 0.8726 56 5.72 SUBAREA RUNOFF(CFS) = 3.15 TOTAL AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) = 3.15 **************************************************************************** FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.45 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.15 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 5.90 LONGEST FLOWPATH FROM NODE 1300.00 TO NODE 1302.00 = 208.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 247.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.996 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.49 0.8690 56 8.26 SUBAREA RUNOFF(CFS) = 0.85 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 0.85 **************************************************************************** FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.84 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.50 Date: 07/13/2016 File name: SR10RMIN.RES Page 63 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.85 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 8.34 LONGEST FLOWPATH FROM NODE 1400.00 TO NODE 1402.00 = 263.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1500.00 TO NODE 1501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 133.00 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.237 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 2.42 0.8713 56 6.55 SUBAREA RUNOFF(CFS) = 4.72 TOTAL AREA(ACRES) = 2.42 TOTAL RUNOFF(CFS) = 4.72 **************************************************************************** FLOW PROCESS FROM NODE 1501.00 TO NODE 1502.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.67 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.72 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.62 LONGEST FLOWPATH FROM NODE 1500.00 TO NODE 1502.00 = 158.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1600.00 TO NODE 1601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 427.00 UPSTREAM ELEVATION(FEET) = 25.00 DOWNSTREAM ELEVATION(FEET) = 24.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.699 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.03 0.8657 56 11.48 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 1.52 Date: 07/13/2016 File name: SR10RMIN.RES Page 64 **************************************************************************** FLOW PROCESS FROM NODE 1601.00 TO NODE 1602.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 23.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.52 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 11.88 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1602.00 = 527.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1700.00 TO NODE 1701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 13.50 ELEVATION DIFFERENCE(FEET) = 9.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.650 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.36 0.8650 56 12.19 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 1701.00 TO NODE 1703.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 7.00 STREET LENGTH(FEET) = 881.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.26 HALFSTREET FLOOD WIDTH(FEET) = 4.87 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.61 Date: 07/13/2016 File name: SR10RMIN.RES Page 65 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.41 STREET FLOW TRAVEL TIME(MIN.) = 9.12 Tc(MIN.) = 21.31 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.255 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.32 0.8590 56 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 0.86 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.27 HALFSTREET FLOOD WIDTH(FEET) = 5.73 FLOW VELOCITY(FEET/SEC.) = 1.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.45 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1703.00 = 1881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1703.00 TO NODE 1703.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.31 RAINFALL INTENSITY(INCH/HR) = 1.25 TOTAL STREAM AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.86 **************************************************************************** FLOW PROCESS FROM NODE 1702.00 TO NODE 1703.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 7.00 ELEVATION DIFFERENCE(FEET) = 4.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.970 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.14 0.8688 56 8.49 SUBAREA RUNOFF(CFS) = 0.24 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.24 **************************************************************************** FLOW PROCESS FROM NODE 1703.00 TO NODE 1703.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.49 RAINFALL INTENSITY(INCH/HR) = 1.97 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.24 Date: 07/13/2016 File name: SR10RMIN.RES Page 66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.86 21.31 1.255 0.68 2 0.24 8.49 1.970 0.14 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.58 8.49 1.970 2 1.01 21.31 1.255 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.01 Tc(MIN.) = 21.31 TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1703.00 = 1881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1703.00 TO NODE 1706.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 7.00 DOWNSTREAM(FEET) = 6.75 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.01 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 21.46 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1706.00 = 1911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.46 RAINFALL INTENSITY(INCH/HR) = 1.25 TOTAL STREAM AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.01 **************************************************************************** FLOW PROCESS FROM NODE 1704.00 TO NODE 1706.00 IS CODE = 21 ---------------------------------------------------------------------------- Date: 07/13/2016 File name: SR10RMIN.RES Page 67 >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 6.75 ELEVATION DIFFERENCE(FEET) = 4.25 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.982 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.16 0.8689 56 8.39 SUBAREA RUNOFF(CFS) = 0.28 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.39 RAINFALL INTENSITY(INCH/HR) = 1.98 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.28 **************************************************************************** FLOW PROCESS FROM NODE 1705.00 TO NODE 1706.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 223.00 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 6.75 ELEVATION DIFFERENCE(FEET) = 2.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.271 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.09 0.8716 56 6.35 SUBAREA RUNOFF(CFS) = 0.18 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.18 **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.35 RAINFALL INTENSITY(INCH/HR) = 2.27 TOTAL STREAM AREA(ACRES) = 0.09 Date: 07/13/2016 File name: SR10RMIN.RES Page 68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.01 21.46 1.250 0.82 2 0.28 8.39 1.982 0.16 3 0.18 6.35 2.271 0.09 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.69 6.35 2.271 2 0.83 8.39 1.982 3 1.28 21.46 1.250 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.28 Tc(MIN.) = 21.46 TOTAL AREA(ACRES) = 1.1 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1706.00 = 1911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.75 DOWNSTREAM(FEET) = 6.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.28 PIPE TRAVEL TIME(MIN.) = 0.81 Tc(MIN.) = 22.27 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1707.00 = 2061.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1800.00 TO NODE 1801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 141.00 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 4.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.375 Date: 07/13/2016 File name: SR10RMIN.RES Page 69 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.27 0.7623 56 5.80 SUBAREA RUNOFF(CFS) = 2.30 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 2.30 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 5.80 PEAK FLOW RATE(CFS) = 2.30 ============================================================================ ============================================================================ END OF RATIONAL METHOD ANALYSIS Date: 07/13/2016 File name: SR10RMIN.RES Page 70 RATIONAL METHOD 25‐YEAR STORM EVENT ____________________________________________________________________________ **************************************************************************** INTEGRATED RATIONAL METHOD/UH METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) (Rational Tabling Version 20.0) Release Date: 06/01/2013 License ID 1264 Analysis prepared by: RBF Consulting 14257 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * SILVERROCK RESORT * * RATIONAL METHOD * * 25-YEAR STORM EVENT - JULY 2016 - ASIDOR * ************************************************************************** FILE NAME: SR25RMIN.DAT TIME/DATE OF STUDY: 16:12 07/13/2016 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 1.800 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.748 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.820 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.580 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4900985 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4927142 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 25.00 1-HOUR INTENSITY(INCH/HOUR) = 1.058 SLOPE OF INTENSITY DURATION CURVE = 0.4905 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 15.0 10.0 0.020/0.020/ --- 0.67 2.00 0.0313 0.167 0.0150 3 15.0 10.0 0.020/0.020/ --- 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 1.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* Date: 07/13/2016 File name: SR25RMIN.RES Page 1 UNIT-HYDROGRAPH MODEL SELECTIONS/PARAMETERS: WATERSHED LAG = 0.80 * Tc FOOTHILL S-GRAPH USED. RIVERSIDE COUNTY DEPTH-AREA FACTORS USED (See Page B-3.) * 1-HOUR ( 5-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 1-HOUR RAINFALL DEPTH (INCHES) = 1.03 * 3-HOUR (10-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 3-HOUR RAINFALL DEPTH (INCHES) = 1.49 * 6-HOUR (15-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 6-HOUR RAINFALL DEPTH (INCHES) = 1.91 *24-HOUR (60-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 24-HOUR RAINFALL DEPTH (INCHES) = 3.10 LOW LOSS RATE PERCENTAGE = 0.80 MINIMUM LOSS RATE PERCENTAGE FOR 24-HOUR STORM = 0.20 *PRECIPITATION ZONE NUMBER (PZN) = 2.0 *ANTECEDENT MOISTURE CONDITION (AMC) = 0.00 ASSUMED FOR UNIT HYDROGRAPH METHOD* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 36.20 ELEVATION DIFFERENCE(FEET) = 2.30 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.731 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.36 0.7752 56 8.68 SUBAREA RUNOFF(CFS) = 0.76 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.76 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 36.20 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 859.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.54 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: Date: 07/13/2016 File name: SR25RMIN.RES Page 2 STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.65 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.06 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 6.96 Tc(MIN.) = 15.64 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.046 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 3.57 0.7476 56 SUBAREA AREA(ACRES) = 3.57 SUBAREA RUNOFF(CFS) = 5.46 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 6.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1089.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 15.64 RAINFALL INTENSITY(INCH/HR) = 2.05 TOTAL STREAM AREA(ACRES) = 3.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.22 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 UPSTREAM ELEVATION(FEET) = 38.00 DOWNSTREAM ELEVATION(FEET) = 36.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.997 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 0.7835 56 7.18 SUBAREA RUNOFF(CFS) = 0.56 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.56 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 36.00 DOWNSTREAM ELEVATION(FEET) = 31.50 Date: 07/13/2016 File name: SR25RMIN.RES Page 3 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.66 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.81 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 9.23 Tc(MIN.) = 16.41 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.998 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 4.09 0.7452 56 SUBAREA AREA(ACRES) = 4.09 SUBAREA RUNOFF(CFS) = 6.09 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 6.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 1.90 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 104.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 31.50 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 205.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.08 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) = 15.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 1.86 SPLIT DEPTH(FEET) = 0.37 SPLIT FLOOD WIDTH(FEET) = 12.28 SPLIT FLOW(CFS) = 2.68 SPLIT VELOCITY(FEET/SEC.) = 1.65 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.86 Date: 07/13/2016 File name: SR25RMIN.RES Page 4 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.79 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 18.25 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.897 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.61 0.7399 56 SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 4.9 PEAK FLOW RATE(CFS) = 7.51 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 1.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 105.00 = 1365.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 18.25 RAINFALL INTENSITY(INCH/HR) = 1.90 TOTAL STREAM AREA(ACRES) = 4.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.22 15.64 2.046 3.93 2 7.51 18.25 1.897 4.94 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.66 15.64 2.046 2 13.28 18.25 1.897 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.28 Tc(MIN.) = 18.25 TOTAL AREA(ACRES) = 8.9 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 105.00 = 1365.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- Date: 07/13/2016 File name: SR25RMIN.RES Page 5 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.62 DOWNSTREAM(FEET) = 26.62 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.22 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.28 PIPE TRAVEL TIME(MIN.) = 0.92 Tc(MIN.) = 19.18 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 106.00 = 1765.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 148.00 UPSTREAM ELEVATION(FEET) = 37.50 DOWNSTREAM ELEVATION(FEET) = 36.20 ELEVATION DIFFERENCE(FEET) = 1.30 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.940 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.32 0.7818 56 7.47 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 0.74 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 36.20 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 802.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.85 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 7.37 Tc(MIN.) = 14.84 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.099 SUBAREA Tc AND LOSS RATE DATA(AMC II): Date: 07/13/2016 File name: SR25RMIN.RES Page 6 DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.39 0.7502 56 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 2.19 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 2.92 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.49 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.84 RAINFALL INTENSITY(INCH/HR) = 2.10 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.92 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 39.00 DOWNSTREAM ELEVATION(FEET) = 34.50 ELEVATION DIFFERENCE(FEET) = 4.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.697 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.85 0.7741 56 8.90 SUBAREA RUNOFF(CFS) = 1.77 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 1.77 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 34.50 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Date: 07/13/2016 File name: SR25RMIN.RES Page 7 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 11.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62 STREET FLOW TRAVEL TIME(MIN.) = 8.41 Tc(MIN.) = 17.31 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.947 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.15 0.7426 56 SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 1.66 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 3.44 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.39 FLOW VELOCITY(FEET/SEC.) = 1.80 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00 = 1150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.31 RAINFALL INTENSITY(INCH/HR) = 1.95 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.92 14.84 2.099 1.71 2 3.44 17.31 1.947 2.00 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.87 14.84 2.099 2 6.15 17.31 1.947 Date: 07/13/2016 File name: SR25RMIN.RES Page 8 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.15 Tc(MIN.) = 17.31 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00 = 1150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.62 DOWNSTREAM(FEET) = 28.17 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.15 PIPE TRAVEL TIME(MIN.) = 1.78 Tc(MIN.) = 19.09 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 206.00 = 1640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 305.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 735.00 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 17.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.680 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.29 0.8747 56 9.02 SUBAREA RUNOFF(CFS) = 0.68 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 0.68 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.02 RAINFALL INTENSITY(INCH/HR) = 2.68 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.68 **************************************************************************** FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 Date: 07/13/2016 File name: SR25RMIN.RES Page 9 INITIAL SUBAREA FLOW-LENGTH(FEET) = 705.00 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 8.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.520 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.06 0.8736 56 10.23 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 1.06 TOTAL RUNOFF(CFS) = 2.33 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.23 RAINFALL INTENSITY(INCH/HR) = 2.52 TOTAL STREAM AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.33 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 0.68 9.02 2.680 0.29 2 2.33 10.23 2.520 1.06 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.74 9.02 2.680 2 2.97 10.23 2.520 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.97 Tc(MIN.) = 10.23 TOTAL AREA(ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 305.00 = 735.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 27.00 DOWNSTREAM ELEVATION(FEET) = 23.25 Date: 07/13/2016 File name: SR25RMIN.RES Page 10 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 2.33 Tc(MIN.) = 12.56 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.279 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.46 0.8717 56 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 3.89 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 11.47 FLOW VELOCITY(FEET/SEC.) = 2.58 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 306.00 = 1085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.25 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.89 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 13.02 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 313.00 = 1219.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.02 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.89 Date: 07/13/2016 File name: SR25RMIN.RES Page 11 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 413.00 UPSTREAM ELEVATION(FEET) = 30.00 DOWNSTREAM ELEVATION(FEET) = 26.00 ELEVATION DIFFERENCE(FEET) = 4.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.755 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 2.15 0.8752 56 8.53 SUBAREA RUNOFF(CFS) = 5.18 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 5.18 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 109.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.15 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.18 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 8.72 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 313.00 = 522.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.72 RAINFALL INTENSITY(INCH/HR) = 2.72 TOTAL STREAM AREA(ACRES) = 2.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.18 **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 791.00 UPSTREAM ELEVATION(FEET) = 32.00 DOWNSTREAM ELEVATION(FEET) = 25.00 ELEVATION DIFFERENCE(FEET) = 7.00 Date: 07/13/2016 File name: SR25RMIN.RES Page 12 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.404 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 4.22 0.8727 56 11.26 SUBAREA RUNOFF(CFS) = 8.85 TOTAL AREA(ACRES) = 4.22 TOTAL RUNOFF(CFS) = 8.85 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 25.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 109.00 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.) = 9.40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.85 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 11.45 LONGEST FLOWPATH FROM NODE 309.00 TO NODE 313.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.45 RAINFALL INTENSITY(INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.85 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 338.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.655 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.39 0.8745 56 9.20 SUBAREA RUNOFF(CFS) = 0.91 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.91 **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- Date: 07/13/2016 File name: SR25RMIN.RES Page 13 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 0.91 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 9.61 LONGEST FLOWPATH FROM NODE 311.00 TO NODE 313.00 = 401.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 9.61 RAINFALL INTENSITY(INCH/HR) = 2.60 TOTAL STREAM AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.89 13.02 2.239 1.81 2 5.18 8.72 2.724 2.15 3 8.85 11.45 2.384 4.22 4 0.91 9.61 2.599 0.39 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.36 8.72 2.724 2 16.14 9.61 2.599 3 17.64 11.45 2.384 4 17.24 13.02 2.239 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.64 Tc(MIN.) = 11.45 TOTAL AREA(ACRES) = 8.6 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 313.00 = 1219.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 302.00 IS CODE = 31 Date: 07/13/2016 File name: SR25RMIN.RES Page 14 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.25 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 14.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.64 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.46 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 1224.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.46 RAINFALL INTENSITY(INCH/HR) = 2.38 TOTAL STREAM AREA(ACRES) = 8.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.64 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 23.75 ELEVATION DIFFERENCE(FEET) = 20.25 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.490 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.56 0.8733 56 10.48 SUBAREA RUNOFF(CFS) = 1.22 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 23.75 DOWNSTREAM ELEVATION(FEET) = 22.00 STREET LENGTH(FEET) = 179.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Date: 07/13/2016 File name: SR25RMIN.RES Page 15 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 6.80 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.98 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 1.51 Tc(MIN.) = 11.99 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.331 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.07 0.8721 56 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.14 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 1.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.00 FLOW VELOCITY(FEET/SEC.) = 2.00 DEPTH*VELOCITY(FT*FT/SEC.) = 0.60 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 1179.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.99 RAINFALL INTENSITY(INCH/HR) = 2.33 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.36 **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 404.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.591 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.16 0.8741 56 9.67 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Date: 07/13/2016 File name: SR25RMIN.RES Page 16 ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.67 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 634.00 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 13.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.726 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.82 0.8750 56 8.71 SUBAREA RUNOFF(CFS) = 4.34 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 4.34 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 8.71 RAINFALL INTENSITY(INCH/HR) = 2.73 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 17.64 11.46 2.383 8.57 2 1.36 11.99 2.331 0.63 3 0.36 9.67 2.591 0.16 4 4.34 8.71 2.726 1.82 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** Date: 07/13/2016 File name: SR25RMIN.RES Page 17 STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.07 8.71 2.726 2 20.46 9.67 2.591 3 23.07 11.46 2.383 4 22.65 11.99 2.331 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.07 Tc(MIN.) = 11.46 TOTAL AREA(ACRES) = 11.2 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 1224.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 316.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.42 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.07 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 11.72 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 316.00 = 1324.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 397.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.570 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.46 0.8739 56 9.82 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.82 RAINFALL INTENSITY(INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 Date: 07/13/2016 File name: SR25RMIN.RES Page 18 **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 403.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 411.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.544 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.80 0.8738 56 10.03 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.78 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.03 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.78 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.03 9.82 2.570 0.46 2 1.78 10.03 2.544 0.80 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.78 9.82 2.570 2 2.80 10.03 2.544 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.80 Tc(MIN.) = 10.03 TOTAL AREA(ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 403.00 = 411.00 FEET. Date: 07/13/2016 File name: SR25RMIN.RES Page 19 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.25 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.80 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.14 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 401.00 = 441.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.14 RAINFALL INTENSITY(INCH/HR) = 2.53 TOTAL STREAM AREA(ACRES) = 1.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.80 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 746.00 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 8.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.478 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 3.52 0.8733 56 10.58 SUBAREA RUNOFF(CFS) = 7.62 TOTAL AREA(ACRES) = 3.52 TOTAL RUNOFF(CFS) = 7.62 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.51 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 Date: 07/13/2016 File name: SR25RMIN.RES Page 20 PIPE-FLOW(CFS) = 7.62 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 10.82 LONGEST FLOWPATH FROM NODE 404.00 TO NODE 401.00 = 840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.82 RAINFALL INTENSITY(INCH/HR) = 2.45 TOTAL STREAM AREA(ACRES) = 3.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.62 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 402.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.595 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.17 0.8741 56 9.64 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.64 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 407.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 629.00 UPSTREAM ELEVATION(FEET) = 28.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 5.00 Date: 07/13/2016 File name: SR25RMIN.RES Page 21 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.488 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 5.73 0.8733 56 10.49 SUBAREA RUNOFF(CFS) = 12.45 TOTAL AREA(ACRES) = 5.73 TOTAL RUNOFF(CFS) = 12.45 **************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.89 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.45 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 10.98 LONGEST FLOWPATH FROM NODE 406.00 TO NODE 401.00 = 799.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 10.98 RAINFALL INTENSITY(INCH/HR) = 2.43 TOTAL STREAM AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.45 **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 418.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.565 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.16 0.8739 56 9.86 SUBAREA RUNOFF(CFS) = 0.36 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.36 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Date: 07/13/2016 File name: SR25RMIN.RES Page 22 >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 5 ARE: TIME OF CONCENTRATION(MIN.) = 9.86 RAINFALL INTENSITY(INCH/HR) = 2.57 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.80 10.14 2.531 1.26 2 7.62 10.82 2.451 3.52 3 0.39 9.64 2.595 0.17 4 12.45 10.98 2.434 5.73 5 0.36 9.86 2.565 0.16 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.11 9.64 2.595 2 21.60 9.86 2.565 3 22.17 10.14 2.531 4 23.32 10.82 2.451 5 23.41 10.98 2.434 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.41 Tc(MIN.) = 10.98 TOTAL AREA(ACRES) = 10.8 LONGEST FLOWPATH FROM NODE 404.00 TO NODE 401.00 = 840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 410.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.44 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.41 PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 11.36 LONGEST FLOWPATH FROM NODE 404.00 TO NODE 410.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 Date: 07/13/2016 File name: SR25RMIN.RES Page 23 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 549.00 UPSTREAM ELEVATION(FEET) = 27.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 4.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.534 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 4.02 0.8737 56 10.11 SUBAREA RUNOFF(CFS) = 8.90 TOTAL AREA(ACRES) = 4.02 TOTAL RUNOFF(CFS) = 8.90 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.98 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.90 PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 10.64 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 508.00 = 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.64 RAINFALL INTENSITY(INCH/HR) = 2.47 TOTAL STREAM AREA(ACRES) = 4.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.90 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 549.00 UPSTREAM ELEVATION(FEET) = 25.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 2.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.420 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc Date: 07/13/2016 File name: SR25RMIN.RES Page 24 LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.66 0.8728 56 11.11 SUBAREA RUNOFF(CFS) = 3.51 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 3.51 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.62 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.51 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 11.42 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 508.00 = 617.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.42 RAINFALL INTENSITY(INCH/HR) = 2.39 TOTAL STREAM AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.51 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 513.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.348 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.49 0.8722 56 11.82 SUBAREA RUNOFF(CFS) = 1.00 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.00 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Date: 07/13/2016 File name: SR25RMIN.RES Page 25 ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.00 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 12.28 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 508.00 = 584.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.28 RAINFALL INTENSITY(INCH/HR) = 2.30 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.00 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 507.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.134 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.67 0.8704 56 14.36 SUBAREA RUNOFF(CFS) = 3.10 TOTAL AREA(ACRES) = 1.67 TOTAL RUNOFF(CFS) = 3.10 **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.10 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 14.81 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 508.00 = 738.00 FEET. **************************************************************************** Date: 07/13/2016 File name: SR25RMIN.RES Page 26 FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 14.81 RAINFALL INTENSITY(INCH/HR) = 2.10 TOTAL STREAM AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.90 10.64 2.472 4.02 2 3.51 11.42 2.387 1.66 3 1.00 12.28 2.304 0.49 4 3.10 14.81 2.101 1.67 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 15.26 10.64 2.472 2 15.42 11.42 2.387 3 15.25 12.28 2.304 4 14.67 14.81 2.101 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 15.26 Tc(MIN.) = 10.64 TOTAL AREA(ACRES) = 7.8 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 508.00 = 738.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 511.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.25 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.68 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.26 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.67 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 511.00 = 755.00 FEET. **************************************************************************** Date: 07/13/2016 File name: SR25RMIN.RES Page 27 FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.67 RAINFALL INTENSITY(INCH/HR) = 2.47 TOTAL STREAM AREA(ACRES) = 7.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.26 **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 511.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 382.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.634 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.86 0.8744 56 9.35 SUBAREA RUNOFF(CFS) = 1.98 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 1.98 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.35 RAINFALL INTENSITY(INCH/HR) = 2.63 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.98 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 399.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.600 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.71 0.8742 56 9.59 Date: 07/13/2016 File name: SR25RMIN.RES Page 28 SUBAREA RUNOFF(CFS) = 1.61 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 1.61 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.59 RAINFALL INTENSITY(INCH/HR) = 2.60 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 15.26 10.67 2.468 7.84 2 1.98 9.35 2.634 0.86 3 1.61 9.59 2.600 0.71 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 16.92 9.35 2.634 2 17.29 9.59 2.600 3 18.65 10.67 2.468 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 18.65 Tc(MIN.) = 10.67 TOTAL AREA(ACRES) = 9.4 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 511.00 = 755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.05 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.65 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 11.08 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 512.00 = 905.00 FEET. Date: 07/13/2016 File name: SR25RMIN.RES Page 29 **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 604.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 396.00 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.435 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.01 0.8729 56 10.97 SUBAREA RUNOFF(CFS) = 2.15 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 2.15 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.97 RAINFALL INTENSITY(INCH/HR) = 2.43 TOTAL STREAM AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.15 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 552.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.208 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.62 0.8710 56 13.39 SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 1.62 TOTAL RUNOFF(CFS) = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.00 Date: 07/13/2016 File name: SR25RMIN.RES Page 30 FLOW LENGTH(FEET) = 192.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.12 PIPE TRAVEL TIME(MIN.) = 0.80 Tc(MIN.) = 14.19 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 604.00 = 744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.19 RAINFALL INTENSITY(INCH/HR) = 2.15 TOTAL STREAM AREA(ACRES) = 1.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.12 **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 22.50 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 0.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.496 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.07 0.8792 56 5.25 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.22 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.25 RAINFALL INTENSITY(INCH/HR) = 3.50 TOTAL STREAM AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.22 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.15 10.97 2.435 1.01 2 3.12 14.19 2.146 1.62 Date: 07/13/2016 File name: SR25RMIN.RES Page 31 3 0.22 5.25 3.496 0.07 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 2.39 5.25 3.496 2 4.71 10.97 2.435 3 5.14 14.19 2.146 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.14 Tc(MIN.) = 14.19 TOTAL AREA(ACRES) = 2.7 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 604.00 = 744.00 FEET. **************************************************************************** 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)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.45 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.14 PIPE TRAVEL TIME(MIN.) = 0.56 Tc(MIN.) = 14.75 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 605.00 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 238.00 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 21.00 ELEVATION DIFFERENCE(FEET) = 5.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.917 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.66 0.7811 56 7.59 SUBAREA RUNOFF(CFS) = 3.78 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 3.78 Date: 07/13/2016 File name: SR25RMIN.RES Page 32 **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 21.00 DOWNSTREAM ELEVATION(FEET) = 16.50 STREET LENGTH(FEET) = 319.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.86 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.89 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.08 STREET FLOW TRAVEL TIME(MIN.) = 1.84 Tc(MIN.) = 9.43 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.623 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.15 0.8743 56 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.13 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 11.06 FLOW VELOCITY(FEET/SEC.) = 2.92 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 702.00 TO NODE 704.00 = 557.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 16.50 DOWNSTREAM(FEET) = 14.75 FLOW LENGTH(FEET) = 204.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.13 PIPE TRAVEL TIME(MIN.) = 0.66 Tc(MIN.) = 10.08 LONGEST FLOWPATH FROM NODE 702.00 TO NODE 707.00 = 761.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 707.00 TO NODE 707.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ Date: 07/13/2016 File name: SR25RMIN.RES Page 33 TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.08 RAINFALL INTENSITY(INCH/HR) = 2.54 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.13 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 706.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 935.00 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 15.00 ELEVATION DIFFERENCE(FEET) = 11.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.107 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.06 0.7506 56 14.73 SUBAREA RUNOFF(CFS) = 12.75 TOTAL AREA(ACRES) = 8.06 TOTAL RUNOFF(CFS) = 12.75 **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 15.00 DOWNSTREAM(FEET) = 14.75 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.70 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.75 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 14.77 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 707.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 707.00 TO NODE 707.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.77 RAINFALL INTENSITY(INCH/HR) = 2.10 TOTAL STREAM AREA(ACRES) = 8.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.75 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) Date: 07/13/2016 File name: SR25RMIN.RES Page 34 1 4.13 10.08 2.537 1.81 2 12.75 14.77 2.104 8.06 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 12.83 10.08 2.537 2 16.17 14.77 2.104 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 16.17 Tc(MIN.) = 14.77 TOTAL AREA(ACRES) = 9.9 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 707.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 707.00 TO NODE 711.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.75 DOWNSTREAM(FEET) = 12.00 FLOW LENGTH(FEET) = 569.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.82 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.17 PIPE TRAVEL TIME(MIN.) = 1.63 Tc(MIN.) = 16.40 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 711.00 = 1525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 711.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.40 RAINFALL INTENSITY(INCH/HR) = 2.00 TOTAL STREAM AREA(ACRES) = 9.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.17 **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 709.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 708.00 Date: 07/13/2016 File name: SR25RMIN.RES Page 35 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 14.00 ELEVATION DIFFERENCE(FEET) = 8.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.217 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.32 0.7556 56 13.28 SUBAREA RUNOFF(CFS) = 10.58 TOTAL AREA(ACRES) = 6.32 TOTAL RUNOFF(CFS) = 10.58 **************************************************************************** FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 14.00 DOWNSTREAM ELEVATION(FEET) = 12.25 STREET LENGTH(FEET) = 392.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.78 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.96 STREET FLOW TRAVEL TIME(MIN.) = 3.21 Tc(MIN.) = 16.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.993 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.23 0.8690 56 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.40 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 10.98 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 2.06 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 710.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 710.00 TO NODE 711.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 12.25 DOWNSTREAM(FEET) = 12.00 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 Date: 07/13/2016 File name: SR25RMIN.RES Page 36 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.20 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.98 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 16.54 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 711.00 = 1121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 711.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.54 RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 6.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.98 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.17 16.40 1.999 9.87 2 10.98 16.54 1.990 6.55 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 27.06 16.40 1.999 2 27.08 16.54 1.990 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.06 Tc(MIN.) = 16.40 TOTAL AREA(ACRES) = 16.4 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 711.00 = 1525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 716.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 12.00 DOWNSTREAM(FEET) = 8.15 FLOW LENGTH(FEET) = 623.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.20 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.06 Date: 07/13/2016 File name: SR25RMIN.RES Page 37 PIPE TRAVEL TIME(MIN.) = 1.44 Tc(MIN.) = 17.84 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 716.00 = 2148.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 716.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.84 RAINFALL INTENSITY(INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 16.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.06 **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 713.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 11.75 ELEVATION DIFFERENCE(FEET) = 10.25 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.052 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.74 0.7479 56 15.55 SUBAREA RUNOFF(CFS) = 13.41 TOTAL AREA(ACRES) = 8.74 TOTAL RUNOFF(CFS) = 13.41 **************************************************************************** FLOW PROCESS FROM NODE 713.00 TO NODE 715.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 11.75 DOWNSTREAM(FEET) = 8.25 FLOW LENGTH(FEET) = 389.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.90 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.41 PIPE TRAVEL TIME(MIN.) = 0.94 Tc(MIN.) = 16.49 LONGEST FLOWPATH FROM NODE 712.00 TO NODE 715.00 = 1389.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 715.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.993 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Date: 07/13/2016 File name: SR25RMIN.RES Page 38 LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 2.84 0.7450 56 SUBAREA AREA(ACRES) = 2.84 SUBAREA RUNOFF(CFS) = 4.22 TOTAL AREA(ACRES) = 11.6 TOTAL RUNOFF(CFS) = 17.63 TC(MIN.) = 16.49 **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 716.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.25 DOWNSTREAM(FEET) = 8.15 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.00 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.63 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 16.55 LONGEST FLOWPATH FROM NODE 712.00 TO NODE 716.00 = 1409.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 716.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.55 RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 11.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.63 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.06 17.84 1.918 16.42 2 17.63 16.55 1.990 11.58 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 42.72 16.55 1.990 2 44.05 17.84 1.918 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 44.05 Tc(MIN.) = 17.84 Date: 07/13/2016 File name: SR25RMIN.RES Page 39 TOTAL AREA(ACRES) = 28.0 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 716.00 = 2148.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 723.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.15 DOWNSTREAM(FEET) = 8.00 FLOW LENGTH(FEET) = 23.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.32 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.05 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 17.89 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 723.00 = 2171.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.89 RAINFALL INTENSITY(INCH/HR) = 1.92 TOTAL STREAM AREA(ACRES) = 28.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 44.05 **************************************************************************** FLOW PROCESS FROM NODE 717.00 TO NODE 723.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 295.00 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 8.00 ELEVATION DIFFERENCE(FEET) = 1.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.763 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.08 0.8753 56 8.48 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.19 **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.48 RAINFALL INTENSITY(INCH/HR) = 2.76 Date: 07/13/2016 File name: SR25RMIN.RES Page 40 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.19 **************************************************************************** FLOW PROCESS FROM NODE 718.00 TO NODE 719.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 19.00 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 8.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.014 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.93 0.7460 56 16.15 SUBAREA RUNOFF(CFS) = 10.41 TOTAL AREA(ACRES) = 6.93 TOTAL RUNOFF(CFS) = 10.41 **************************************************************************** FLOW PROCESS FROM NODE 719.00 TO NODE 720.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 10.50 DOWNSTREAM(FEET) = 8.25 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.41 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 16.28 LONGEST FLOWPATH FROM NODE 718.00 TO NODE 720.00 = 1083.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.006 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.56 0.8691 56 SUBAREA AREA(ACRES) = 1.56 SUBAREA RUNOFF(CFS) = 2.72 TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 13.13 TC(MIN.) = 16.28 **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 723.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ Date: 07/13/2016 File name: SR25RMIN.RES Page 41 ELEVATION DATA: UPSTREAM(FEET) = 8.25 DOWNSTREAM(FEET) = 8.00 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.92 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.13 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 16.40 LONGEST FLOWPATH FROM NODE 718.00 TO NODE 723.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 16.40 RAINFALL INTENSITY(INCH/HR) = 2.00 TOTAL STREAM AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.13 **************************************************************************** FLOW PROCESS FROM NODE 721.00 TO NODE 722.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 11.00 ELEVATION DIFFERENCE(FEET) = 1.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.012 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 0.7839 56 7.11 SUBAREA RUNOFF(CFS) = 0.57 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.57 **************************************************************************** FLOW PROCESS FROM NODE 722.00 TO NODE 723.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 8.00 STREET LENGTH(FEET) = 610.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Date: 07/13/2016 File name: SR25RMIN.RES Page 42 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.82 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 6.34 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.38 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.39 STREET FLOW TRAVEL TIME(MIN.) = 7.36 Tc(MIN.) = 14.47 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.125 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.27 0.8703 56 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.50 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.07 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 7.41 FLOW VELOCITY(FEET/SEC.) = 1.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.44 LONGEST FLOWPATH FROM NODE 721.00 TO NODE 723.00 = 753.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 14.47 RAINFALL INTENSITY(INCH/HR) = 2.13 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.07 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.05 17.89 1.915 28.00 2 0.19 8.48 2.763 0.08 3 13.13 16.40 1.999 8.49 4 1.07 14.47 2.125 0.51 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 28.48 8.48 2.763 2 48.43 14.47 2.125 3 54.66 16.40 1.999 4 57.73 17.89 1.915 Date: 07/13/2016 File name: SR25RMIN.RES Page 43 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 57.73 Tc(MIN.) = 17.89 TOTAL AREA(ACRES) = 37.1 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 723.00 = 2171.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 724.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) = 6.87 FLOW LENGTH(FEET) = 227.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 29.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.05 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 57.73 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 18.36 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 724.00 = 2398.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 804.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.50 ELEVATION DIFFERENCE(FEET) = 3.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.592 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.02 0.7705 56 9.66 SUBAREA RUNOFF(CFS) = 2.04 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOFF(CFS) = 2.04 **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.66 RAINFALL INTENSITY(INCH/HR) = 2.59 TOTAL STREAM AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.04 **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM Date: 07/13/2016 File name: SR25RMIN.RES Page 44 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 12.00 ELEVATION DIFFERENCE(FEET) = 2.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.546 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.76 0.7688 56 10.01 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 0.76 TOTAL RUNOFF(CFS) = 1.49 **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 12.00 DOWNSTREAM ELEVATION(FEET) = 11.25 STREET LENGTH(FEET) = 211.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.03 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.43 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.36 STREET FLOW TRAVEL TIME(MIN.) = 2.88 Tc(MIN.) = 12.90 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.249 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.63 0.7570 56 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.07 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 2.56 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.33 FLOW VELOCITY(FEET/SEC.) = 1.29 DEPTH*VELOCITY(FT*FT/SEC.) = 0.41 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 803.00 = 511.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ Date: 07/13/2016 File name: SR25RMIN.RES Page 45 UPSTREAM ELEVATION(FEET) = 11.25 DOWNSTREAM ELEVATION(FEET) = 9.50 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.34 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 9.70 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.51 STREET FLOW TRAVEL TIME(MIN.) = 3.59 Tc(MIN.) = 16.49 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.994 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.05 0.7450 56 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 4.12 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.60 FLOW VELOCITY(FEET/SEC.) = 1.66 DEPTH*VELOCITY(FT*FT/SEC.) = 0.56 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 804.00 = 851.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.49 RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.04 9.66 2.592 1.02 2 4.12 16.49 1.994 2.44 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO Date: 07/13/2016 File name: SR25RMIN.RES Page 46 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.45 9.66 2.592 2 5.69 16.49 1.994 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.69 Tc(MIN.) = 16.49 TOTAL AREA(ACRES) = 3.5 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 804.00 = 851.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 807.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.50 DOWNSTREAM(FEET) = 8.50 FLOW LENGTH(FEET) = 216.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.40 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.69 PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 17.31 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 807.00 = 1067.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.31 RAINFALL INTENSITY(INCH/HR) = 1.95 TOTAL STREAM AREA(ACRES) = 3.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.69 **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 806.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 185.00 UPSTREAM ELEVATION(FEET) = 12.00 DOWNSTREAM ELEVATION(FEET) = 10.25 ELEVATION DIFFERENCE(FEET) = 1.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.834 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.64 0.7786 56 8.05 SUBAREA RUNOFF(CFS) = 1.41 Date: 07/13/2016 File name: SR25RMIN.RES Page 47 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 1.41 **************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 807.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.25 DOWNSTREAM ELEVATION(FEET) = 8.50 STREET LENGTH(FEET) = 333.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.50 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 10.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.70 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59 STREET FLOW TRAVEL TIME(MIN.) = 3.26 Tc(MIN.) = 11.31 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.399 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 3.35 0.7632 56 SUBAREA AREA(ACRES) = 3.35 SUBAREA RUNOFF(CFS) = 6.13 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 7.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.55 FLOW VELOCITY(FEET/SEC.) = 1.93 DEPTH*VELOCITY(FT*FT/SEC.) = 0.77 LONGEST FLOWPATH FROM NODE 805.00 TO NODE 807.00 = 518.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.31 RAINFALL INTENSITY(INCH/HR) = 2.40 TOTAL STREAM AREA(ACRES) = 3.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.69 17.31 1.947 3.46 2 7.55 11.31 2.399 3.99 Date: 07/13/2016 File name: SR25RMIN.RES Page 48 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 11.26 11.31 2.399 2 11.81 17.31 1.947 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.26 Tc(MIN.) = 11.31 TOTAL AREA(ACRES) = 7.4 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 807.00 = 1067.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 808.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.50 DOWNSTREAM(FEET) = 7.75 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.40 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.26 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 11.77 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 808.00 = 1217.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 397.00 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 11.60 ELEVATION DIFFERENCE(FEET) = 2.90 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.379 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.29 0.7624 56 11.50 SUBAREA RUNOFF(CFS) = 2.34 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 2.34 **************************************************************************** FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 62 Date: 07/13/2016 File name: SR25RMIN.RES Page 49 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 11.60 DOWNSTREAM ELEVATION(FEET) = 10.40 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.67 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.53 STREET FLOW TRAVEL TIME(MIN.) = 2.36 Tc(MIN.) = 13.86 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.171 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.63 0.7535 56 SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 5.01 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.44 FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.62 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 902.00 = 627.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 905.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.40 DOWNSTREAM ELEVATION(FEET) = 8.00 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.13 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.88 Date: 07/13/2016 File name: SR25RMIN.RES Page 50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.73 STREET FLOW TRAVEL TIME(MIN.) = 4.07 Tc(MIN.) = 17.94 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.913 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 2.71 0.7408 56 SUBAREA AREA(ACRES) = 2.71 SUBAREA RUNOFF(CFS) = 3.84 TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 8.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.45 FLOW VELOCITY(FEET/SEC.) = 2.01 DEPTH*VELOCITY(FT*FT/SEC.) = 0.83 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 905.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.94 RAINFALL INTENSITY(INCH/HR) = 1.91 TOTAL STREAM AREA(ACRES) = 5.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.85 **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.75 ELEVATION DIFFERENCE(FEET) = 2.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.499 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.87 0.7671 56 10.40 SUBAREA RUNOFF(CFS) = 1.67 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 1.67 **************************************************************************** FLOW PROCESS FROM NODE 904.00 TO NODE 905.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.75 DOWNSTREAM ELEVATION(FEET) = 8.00 STREET LENGTH(FEET) = 455.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 Date: 07/13/2016 File name: SR25RMIN.RES Page 51 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.52 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.29 HALFSTREET FLOOD WIDTH(FEET) = 8.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.58 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 4.79 Tc(MIN.) = 15.19 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.075 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.09 0.7490 56 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 1.69 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 3.36 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.38 FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY(FT*FT/SEC.) = 0.53 LONGEST FLOWPATH FROM NODE 903.00 TO NODE 905.00 = 785.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.19 RAINFALL INTENSITY(INCH/HR) = 2.08 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.36 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.85 17.94 1.913 5.63 2 3.36 15.19 2.075 1.96 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Date: 07/13/2016 File name: SR25RMIN.RES Page 52 NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.85 15.19 2.075 2 11.95 17.94 1.913 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.95 Tc(MIN.) = 17.94 TOTAL AREA(ACRES) = 7.6 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 905.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 906.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) = 7.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.47 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.95 PIPE TRAVEL TIME(MIN.) = 0.46 Tc(MIN.) = 18.39 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 906.00 = 1237.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 371.00 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 3.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.435 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.11 0.7646 56 10.97 SUBAREA RUNOFF(CFS) = 2.07 TOTAL AREA(ACRES) = 1.11 TOTAL RUNOFF(CFS) = 2.07 **************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 1004.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.50 DOWNSTREAM ELEVATION(FEET) = 8.50 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 Date: 07/13/2016 File name: SR25RMIN.RES Page 53 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.61 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 8.49 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.55 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.46 STREET FLOW TRAVEL TIME(MIN.) = 3.75 Tc(MIN.) = 14.72 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.108 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.68 0.7506 56 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 1.08 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 3.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 9.23 FLOW VELOCITY(FEET/SEC.) = 1.62 DEPTH*VELOCITY(FT*FT/SEC.) = 0.50 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 721.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.72 RAINFALL INTENSITY(INCH/HR) = 2.11 TOTAL STREAM AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.14 **************************************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 358.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.75 ELEVATION DIFFERENCE(FEET) = 2.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.440 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.01 0.7648 56 10.92 SUBAREA RUNOFF(CFS) = 1.88 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 1.88 **************************************************************************** FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 62 Date: 07/13/2016 File name: SR25RMIN.RES Page 54 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 9.75 DOWNSTREAM ELEVATION(FEET) = 8.50 STREET LENGTH(FEET) = 228.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.90 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.31 HALFSTREET FLOOD WIDTH(FEET) = 8.96 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.57 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.48 STREET FLOW TRAVEL TIME(MIN.) = 2.42 Tc(MIN.) = 13.34 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.212 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.21 0.7554 56 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 2.02 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 3.91 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.23 FLOW VELOCITY(FEET/SEC.) = 1.68 DEPTH*VELOCITY(FT*FT/SEC.) = 0.55 LONGEST FLOWPATH FROM NODE 1002.00 TO NODE 1004.00 = 586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.34 RAINFALL INTENSITY(INCH/HR) = 2.21 TOTAL STREAM AREA(ACRES) = 2.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.91 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.14 14.72 2.108 1.79 2 3.91 13.34 2.212 2.22 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA Date: 07/13/2016 File name: SR25RMIN.RES Page 55 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 6.75 13.34 2.212 2 6.86 14.72 2.108 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.75 Tc(MIN.) = 13.34 TOTAL AREA(ACRES) = 4.0 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 721.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.50 DOWNSTREAM(FEET) = 7.75 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.75 PIPE TRAVEL TIME(MIN.) = 0.54 Tc(MIN.) = 13.88 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 871.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1100.00 TO NODE 1102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 335.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 3.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.547 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.44 0.7689 56 10.00 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 1.44 TOTAL RUNOFF(CFS) = 2.82 **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 Date: 07/13/2016 File name: SR25RMIN.RES Page 56 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.00 RAINFALL INTENSITY(INCH/HR) = 2.55 TOTAL STREAM AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.82 **************************************************************************** FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 384.00 UPSTREAM ELEVATION(FEET) = 11.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 2.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.368 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.93 0.7620 56 11.61 SUBAREA RUNOFF(CFS) = 3.48 TOTAL AREA(ACRES) = 1.93 TOTAL RUNOFF(CFS) = 3.48 **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.61 RAINFALL INTENSITY(INCH/HR) = 2.37 TOTAL STREAM AREA(ACRES) = 1.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.48 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.82 10.00 2.547 1.44 2 3.48 11.61 2.368 1.93 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.82 10.00 2.547 Date: 07/13/2016 File name: SR25RMIN.RES Page 57 2 6.10 11.61 2.368 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.10 Tc(MIN.) = 11.61 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 1101.00 TO NODE 1102.00 = 384.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) = 7.97 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.58 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.10 PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 12.37 LONGEST FLOWPATH FROM NODE 1101.00 TO NODE 1103.00 = 591.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1200.00 TO NODE 1201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 UPSTREAM ELEVATION(FEET) = 60.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 33.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.580 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.53 0.8796 56 5.00 SUBAREA RUNOFF(CFS) = 4.82 TOTAL AREA(ACRES) = 1.53 TOTAL RUNOFF(CFS) = 4.82 **************************************************************************** FLOW PROCESS FROM NODE 1201.00 TO NODE 1211.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 27.00 DOWNSTREAM(FEET) = 26.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.11 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.82 PIPE TRAVEL TIME(MIN.) = 2.41 Tc(MIN.) = 7.41 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1211.00 = 630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1211.00 TO NODE 1211.00 IS CODE = 81 Date: 07/13/2016 File name: SR25RMIN.RES Page 58 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.952 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.09 0.8764 56 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 2.82 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 7.64 TC(MIN.) = 7.41 **************************************************************************** FLOW PROCESS FROM NODE 1211.00 TO NODE 1214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.00 DOWNSTREAM(FEET) = 24.00 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.12 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.64 PIPE TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 8.58 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1214.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1214.00 TO NODE 1214.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.747 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.34 0.8751 56 SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 3.22 TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 10.86 TC(MIN.) = 8.58 **************************************************************************** FLOW PROCESS FROM NODE 1214.00 TO NODE 1217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 22.50 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.86 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 8.87 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1217.00 = 1115.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 1 Date: 07/13/2016 File name: SR25RMIN.RES Page 59 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.87 RAINFALL INTENSITY(INCH/HR) = 2.70 TOTAL STREAM AREA(ACRES) = 3.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.86 **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1203.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.00 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 30.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.484 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 2.73 0.8733 56 10.53 SUBAREA RUNOFF(CFS) = 5.92 TOTAL AREA(ACRES) = 2.73 TOTAL RUNOFF(CFS) = 5.92 **************************************************************************** FLOW PROCESS FROM NODE 1203.00 TO NODE 1206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.00 DOWNSTREAM(FEET) = 24.00 FLOW LENGTH(FEET) = 345.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.39 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.92 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 11.31 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1206.00 = 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1206.00 TO NODE 1206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.399 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.49 0.8726 56 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 3.12 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 9.04 TC(MIN.) = 11.31 Date: 07/13/2016 File name: SR25RMIN.RES Page 60 **************************************************************************** FLOW PROCESS FROM NODE 1206.00 TO NODE 1217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 22.50 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.40 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.04 PIPE TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 12.88 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1217.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.250 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.00 0.8714 56 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 1.96 TOTAL AREA(ACRES) = 5.2 TOTAL RUNOFF(CFS) = 11.00 TC(MIN.) = 12.88 **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.250 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 2.18 0.8714 56 SUBAREA AREA(ACRES) = 2.18 SUBAREA RUNOFF(CFS) = 4.27 TOTAL AREA(ACRES) = 7.4 TOTAL RUNOFF(CFS) = 15.28 TC(MIN.) = 12.88 **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.88 RAINFALL INTENSITY(INCH/HR) = 2.25 TOTAL STREAM AREA(ACRES) = 7.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.28 ** CONFLUENCE DATA ** Date: 07/13/2016 File name: SR25RMIN.RES Page 61 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.86 8.87 2.702 3.96 2 15.28 12.88 2.250 7.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 21.38 8.87 2.702 2 24.32 12.88 2.250 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 24.32 Tc(MIN.) = 12.88 TOTAL AREA(ACRES) = 11.4 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1217.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1218.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.10 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.44 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.32 PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 12.96 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1218.00 = 1170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1300.00 TO NODE 1301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 153.00 UPSTREAM ELEVATION(FEET) = 24.50 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.352 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.51 0.8786 56 5.72 SUBAREA RUNOFF(CFS) = 4.45 TOTAL AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) = 4.45 Date: 07/13/2016 File name: SR25RMIN.RES Page 62 **************************************************************************** FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.45 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.59 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.45 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 5.88 LONGEST FLOWPATH FROM NODE 1300.00 TO NODE 1302.00 = 208.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 247.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.798 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.49 0.8755 56 8.26 SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.20 **************************************************************************** FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.84 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.20 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 8.33 LONGEST FLOWPATH FROM NODE 1400.00 TO NODE 1402.00 = 263.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1500.00 TO NODE 1501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM Date: 07/13/2016 File name: SR25RMIN.RES Page 63 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 133.00 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 0.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.136 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 2.42 0.8775 56 6.55 SUBAREA RUNOFF(CFS) = 6.66 TOTAL AREA(ACRES) = 2.42 TOTAL RUNOFF(CFS) = 6.66 **************************************************************************** FLOW PROCESS FROM NODE 1501.00 TO NODE 1502.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.66 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 6.62 LONGEST FLOWPATH FROM NODE 1500.00 TO NODE 1502.00 = 158.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1600.00 TO NODE 1601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 427.00 UPSTREAM ELEVATION(FEET) = 25.00 DOWNSTREAM ELEVATION(FEET) = 24.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.381 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.03 0.8725 56 11.48 SUBAREA RUNOFF(CFS) = 2.14 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 2.14 **************************************************************************** FLOW PROCESS FROM NODE 1601.00 TO NODE 1602.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 23.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.58 Date: 07/13/2016 File name: SR25RMIN.RES Page 64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.14 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 11.84 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1602.00 = 527.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1700.00 TO NODE 1701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 13.50 ELEVATION DIFFERENCE(FEET) = 9.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.312 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.36 0.8719 56 12.19 SUBAREA RUNOFF(CFS) = 0.73 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 0.73 **************************************************************************** FLOW PROCESS FROM NODE 1701.00 TO NODE 1703.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 7.00 STREET LENGTH(FEET) = 881.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 6.24 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.68 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.48 STREET FLOW TRAVEL TIME(MIN.) = 8.74 Tc(MIN.) = 20.93 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.773 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.32 0.8666 56 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.49 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.22 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.10 Date: 07/13/2016 File name: SR25RMIN.RES Page 65 FLOW VELOCITY(FEET/SEC.) = 1.75 DEPTH*VELOCITY(FT*FT/SEC.) = 0.53 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1703.00 = 1881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1703.00 TO NODE 1703.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.93 RAINFALL INTENSITY(INCH/HR) = 1.77 TOTAL STREAM AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.22 **************************************************************************** FLOW PROCESS FROM NODE 1702.00 TO NODE 1703.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 7.00 ELEVATION DIFFERENCE(FEET) = 4.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.761 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.14 0.8752 56 8.49 SUBAREA RUNOFF(CFS) = 0.34 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.34 **************************************************************************** FLOW PROCESS FROM NODE 1703.00 TO NODE 1703.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.49 RAINFALL INTENSITY(INCH/HR) = 2.76 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.34 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.22 20.93 1.773 0.68 2 0.34 8.49 2.761 0.14 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** Date: 07/13/2016 File name: SR25RMIN.RES Page 66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.83 8.49 2.761 2 1.43 20.93 1.773 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.43 Tc(MIN.) = 20.93 TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1703.00 = 1881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1703.00 TO NODE 1706.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 7.00 DOWNSTREAM(FEET) = 6.75 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.83 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.43 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 21.07 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1706.00 = 1911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 21.07 RAINFALL INTENSITY(INCH/HR) = 1.77 TOTAL STREAM AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.43 **************************************************************************** FLOW PROCESS FROM NODE 1704.00 TO NODE 1706.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 6.75 ELEVATION DIFFERENCE(FEET) = 4.25 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.778 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) Date: 07/13/2016 File name: SR25RMIN.RES Page 67 COMMERCIAL B 0.16 0.8754 56 8.39 SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.39 RAINFALL INTENSITY(INCH/HR) = 2.78 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.39 **************************************************************************** FLOW PROCESS FROM NODE 1705.00 TO NODE 1706.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 223.00 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 6.75 ELEVATION DIFFERENCE(FEET) = 2.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.184 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.09 0.8777 56 6.35 SUBAREA RUNOFF(CFS) = 0.25 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.35 RAINFALL INTENSITY(INCH/HR) = 3.18 TOTAL STREAM AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.25 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.43 21.07 1.768 0.82 2 0.39 8.39 2.778 0.16 3 0.25 6.35 3.184 0.09 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA Date: 07/13/2016 File name: SR25RMIN.RES Page 68 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 0.98 6.35 3.184 2 1.18 8.39 2.778 3 1.82 21.07 1.768 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 1.82 Tc(MIN.) = 21.07 TOTAL AREA(ACRES) = 1.1 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1706.00 = 1911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.75 DOWNSTREAM(FEET) = 6.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.82 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 21.80 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1707.00 = 2061.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1800.00 TO NODE 1801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 141.00 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 4.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.330 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.27 0.7923 56 5.80 SUBAREA RUNOFF(CFS) = 3.35 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 3.35 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 5.80 PEAK FLOW RATE(CFS) = 3.35 ============================================================================ Date: 07/13/2016 File name: SR25RMIN.RES Page 69 ============================================================================ END OF RATIONAL METHOD ANALYSIS Date: 07/13/2016 File name: SR25RMIN.RES Page 70 RATIONAL METHOD 100‐YEAR STORM EVENT ____________________________________________________________________________ **************************************************************************** INTEGRATED RATIONAL METHOD/UH METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2013 Advanced Engineering Software (aes) (Rational Tabling Version 20.0) Release Date: 06/01/2013 License ID 1264 Analysis prepared by: RBF Consulting 14257 Alton Parkway Irvine, CA 92618 ************************** DESCRIPTION OF STUDY ************************** * SILVERROCK RESORT * * RATIONAL METHOD * * 100-YEAR STORM EVENT - JULY 2016 - ASIDOR * ************************************************************************** FILE NAME: SR00RMIN.DAT TIME/DATE OF STUDY: 07:08 07/13/2016 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 1.800 10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.748 100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 3.820 100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.580 SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.4900985 SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.4927142 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.580 SLOPE OF INTENSITY DURATION CURVE = 0.4927 RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC&WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) === ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 15.0 10.0 0.020/0.020/ --- 0.67 2.00 0.0313 0.167 0.0150 3 15.0 10.0 0.020/0.020/ --- 0.50 1.50 0.0313 0.125 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.67 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 1.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* Date: 07/13/2016 File name: SR00RMIN.RES Page 1 UNIT-HYDROGRAPH MODEL SELECTIONS/PARAMETERS: WATERSHED LAG = 0.80 * Tc FOOTHILL S-GRAPH USED. RIVERSIDE COUNTY DEPTH-AREA FACTORS USED (See Page B-3.) * 1-HOUR ( 5-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 1-HOUR RAINFALL DEPTH (INCHES) = 1.58 * 3-HOUR (10-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 3-HOUR RAINFALL DEPTH (INCHES) = 2.24 * 6-HOUR (15-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 6-HOUR RAINFALL DEPTH (INCHES) = 2.83 *24-HOUR (60-MINUTE PERIOD) DESIGN STORM USED. UNADJUSTED 24-HOUR RAINFALL DEPTH (INCHES) = 4.52 LOW LOSS RATE PERCENTAGE = 0.80 MINIMUM LOSS RATE PERCENTAGE FOR 24-HOUR STORM = 0.20 *PRECIPITATION ZONE NUMBER (PZN) = 2.0 *ANTECEDENT MOISTURE CONDITION (AMC) = 0.00 ASSUMED FOR UNIT HYDROGRAPH METHOD* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 230.00 UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 36.20 ELEVATION DIFFERENCE(FEET) = 2.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.095 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.36 0.8083 56 8.68 SUBAREA RUNOFF(CFS) = 1.19 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.19 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 36.20 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 859.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.60 ***STREET FLOW SPLITS OVER STREET-CROWN*** Date: 07/13/2016 File name: SR00RMIN.RES Page 2 FULL DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) = 15.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 2.29 SPLIT DEPTH(FEET) = 0.16 SPLIT FLOOD WIDTH(FEET) = 1.53 SPLIT FLOW(CFS) = 0.18 SPLIT VELOCITY(FEET/SEC.) = 1.30 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.29 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 6.27 Tc(MIN.) = 14.95 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.134 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 3.57 0.7873 56 SUBAREA AREA(ACRES) = 3.57 SUBAREA RUNOFF(CFS) = 8.81 TOTAL AREA(ACRES) = 3.9 PEAK FLOW RATE(CFS) = 10.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 2.29 DEPTH*VELOCITY(FT*FT/SEC.) = 0.97 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1089.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.95 RAINFALL INTENSITY(INCH/HR) = 3.13 TOTAL STREAM AREA(ACRES) = 3.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.00 **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 160.00 UPSTREAM ELEVATION(FEET) = 38.00 DOWNSTREAM ELEVATION(FEET) = 36.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.497 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 0.8150 56 7.18 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 62 Date: 07/13/2016 File name: SR00RMIN.RES Page 3 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 36.00 DOWNSTREAM ELEVATION(FEET) = 31.50 STREET LENGTH(FEET) = 1000.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.75 ***STREET FLOW SPLITS OVER STREET-CROWN*** FULL DEPTH(FEET) = 0.43 FLOOD WIDTH(FEET) = 15.00 FULL HALF-STREET VELOCITY(FEET/SEC.) = 1.90 SPLIT DEPTH(FEET) = 0.30 SPLIT FLOOD WIDTH(FEET) = 8.75 SPLIT FLOW(CFS) = 1.25 SPLIT VELOCITY(FEET/SEC.) = 1.41 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.81 STREET FLOW TRAVEL TIME(MIN.) = 8.76 Tc(MIN.) = 15.94 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.036 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 4.09 0.7845 56 SUBAREA AREA(ACRES) = 4.09 SUBAREA RUNOFF(CFS) = 9.74 TOTAL AREA(ACRES) = 4.3 PEAK FLOW RATE(CFS) = 10.62 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 2.03 DEPTH*VELOCITY(FT*FT/SEC.) = 0.90 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 104.00 = 1160.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 31.50 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 205.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Date: 07/13/2016 File name: SR00RMIN.RES Page 4 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.31 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.05 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.93 STREET FLOW TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 17.61 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.890 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.61 0.7803 56 SUBAREA AREA(ACRES) = 0.61 SUBAREA RUNOFF(CFS) = 1.38 TOTAL AREA(ACRES) = 4.9 PEAK FLOW RATE(CFS) = 12.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.46 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 2.10 DEPTH*VELOCITY(FT*FT/SEC.) = 0.96 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 105.00 = 1365.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.61 RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 4.94 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.00 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.00 14.95 3.134 3.93 2 12.00 17.61 2.890 4.94 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 20.18 14.95 3.134 2 21.22 17.61 2.890 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.22 Tc(MIN.) = 17.61 Date: 07/13/2016 File name: SR00RMIN.RES Page 5 TOTAL AREA(ACRES) = 8.9 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 105.00 = 1365.00 FEET. **************************************************************************** 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) = 30.62 DOWNSTREAM(FEET) = 26.62 FLOW LENGTH(FEET) = 400.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.99 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.22 PIPE TRAVEL TIME(MIN.) = 0.83 Tc(MIN.) = 18.45 LONGEST FLOWPATH FROM NODE 102.00 TO NODE 106.00 = 1765.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 148.00 UPSTREAM ELEVATION(FEET) = 37.50 DOWNSTREAM ELEVATION(FEET) = 36.20 ELEVATION DIFFERENCE(FEET) = 1.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.410 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.32 0.8136 56 7.47 SUBAREA RUNOFF(CFS) = 1.15 TOTAL AREA(ACRES) = 0.32 TOTAL RUNOFF(CFS) = 1.15 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 36.20 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 802.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.94 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 Date: 07/13/2016 File name: SR00RMIN.RES Page 6 HALFSTREET FLOOD WIDTH(FEET) = 11.55 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.72 STREET FLOW TRAVEL TIME(MIN.) = 6.59 Tc(MIN.) = 14.06 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.230 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.39 0.7898 56 SUBAREA AREA(ACRES) = 1.39 SUBAREA RUNOFF(CFS) = 3.55 TOTAL AREA(ACRES) = 1.7 PEAK FLOW RATE(CFS) = 4.69 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.41 HALFSTREET FLOOD WIDTH(FEET) = 13.97 FLOW VELOCITY(FEET/SEC.) = 2.27 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 950.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.06 RAINFALL INTENSITY(INCH/HR) = 3.23 TOTAL STREAM AREA(ACRES) = 1.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.69 **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 39.00 DOWNSTREAM ELEVATION(FEET) = 34.50 ELEVATION DIFFERENCE(FEET) = 4.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.045 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.85 0.8074 56 8.90 SUBAREA RUNOFF(CFS) = 2.78 TOTAL AREA(ACRES) = 0.85 TOTAL RUNOFF(CFS) = 2.78 **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 34.50 DOWNSTREAM ELEVATION(FEET) = 30.62 STREET LENGTH(FEET) = 850.00 CURB HEIGHT(INCHES) = 6.0 Date: 07/13/2016 File name: SR00RMIN.RES Page 7 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.13 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 14.45 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.87 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.78 STREET FLOW TRAVEL TIME(MIN.) = 7.57 Tc(MIN.) = 16.47 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.987 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.15 0.7832 56 SUBAREA AREA(ACRES) = 1.15 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 5.47 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 1.92 DEPTH*VELOCITY(FT*FT/SEC.) = 0.82 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00 = 1150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.47 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 2.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.47 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.69 14.06 3.230 1.71 2 5.47 16.47 2.987 2.00 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Date: 07/13/2016 File name: SR00RMIN.RES Page 8 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.36 14.06 3.230 2 9.81 16.47 2.987 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.81 Tc(MIN.) = 16.47 TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 205.00 = 1150.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.62 DOWNSTREAM(FEET) = 28.17 FLOW LENGTH(FEET) = 490.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.14 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.81 PIPE TRAVEL TIME(MIN.) = 1.59 Tc(MIN.) = 18.06 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 206.00 = 1640.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 303.00 TO NODE 305.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 735.00 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 17.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.019 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.29 0.8814 56 9.02 SUBAREA RUNOFF(CFS) = 1.03 TOTAL AREA(ACRES) = 0.29 TOTAL RUNOFF(CFS) = 1.03 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.02 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 0.29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.03 **************************************************************************** Date: 07/13/2016 File name: SR00RMIN.RES Page 9 FLOW PROCESS FROM NODE 304.00 TO NODE 305.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 705.00 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 8.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.777 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.06 0.8805 56 10.23 SUBAREA RUNOFF(CFS) = 3.53 TOTAL AREA(ACRES) = 1.06 TOTAL RUNOFF(CFS) = 3.53 **************************************************************************** FLOW PROCESS FROM NODE 305.00 TO NODE 305.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.23 RAINFALL INTENSITY(INCH/HR) = 3.78 TOTAL STREAM AREA(ACRES) = 1.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.53 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.03 9.02 4.019 0.29 2 3.53 10.23 3.777 1.06 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.14 9.02 4.019 2 4.49 10.23 3.777 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 4.49 Tc(MIN.) = 10.23 TOTAL AREA(ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 305.00 = 735.00 FEET. **************************************************************************** Date: 07/13/2016 File name: SR00RMIN.RES Page 10 FLOW PROCESS FROM NODE 305.00 TO NODE 306.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 27.00 DOWNSTREAM ELEVATION(FEET) = 23.25 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.19 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 12.99 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.15 STREET FLOW TRAVEL TIME(MIN.) = 2.11 Tc(MIN.) = 12.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.444 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.46 0.8790 56 SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 1.39 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 5.88 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.71 FLOW VELOCITY(FEET/SEC.) = 2.85 DEPTH*VELOCITY(FT*FT/SEC.) = 1.23 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 306.00 = 1085.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 306.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.25 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 134.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.88 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 12.76 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 313.00 = 1219.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: Date: 07/13/2016 File name: SR00RMIN.RES Page 11 TIME OF CONCENTRATION(MIN.) = 12.76 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.88 **************************************************************************** FLOW PROCESS FROM NODE 307.00 TO NODE 308.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 413.00 UPSTREAM ELEVATION(FEET) = 30.00 DOWNSTREAM ELEVATION(FEET) = 26.00 ELEVATION DIFFERENCE(FEET) = 4.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.132 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 2.15 0.8818 56 8.53 SUBAREA RUNOFF(CFS) = 7.83 TOTAL AREA(ACRES) = 2.15 TOTAL RUNOFF(CFS) = 7.83 **************************************************************************** FLOW PROCESS FROM NODE 308.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 109.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.23 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.83 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 8.70 LONGEST FLOWPATH FROM NODE 307.00 TO NODE 313.00 = 522.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.70 RAINFALL INTENSITY(INCH/HR) = 4.09 TOTAL STREAM AREA(ACRES) = 2.15 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.83 **************************************************************************** FLOW PROCESS FROM NODE 309.00 TO NODE 310.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM Date: 07/13/2016 File name: SR00RMIN.RES Page 12 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 791.00 UPSTREAM ELEVATION(FEET) = 32.00 DOWNSTREAM ELEVATION(FEET) = 25.00 ELEVATION DIFFERENCE(FEET) = 7.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.603 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 4.22 0.8797 56 11.26 SUBAREA RUNOFF(CFS) = 13.38 TOTAL AREA(ACRES) = 4.22 TOTAL RUNOFF(CFS) = 13.38 **************************************************************************** FLOW PROCESS FROM NODE 310.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 25.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 109.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.38 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 11.44 LONGEST FLOWPATH FROM NODE 309.00 TO NODE 313.00 = 900.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 11.44 RAINFALL INTENSITY(INCH/HR) = 3.58 TOTAL STREAM AREA(ACRES) = 4.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.38 **************************************************************************** FLOW PROCESS FROM NODE 311.00 TO NODE 312.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 338.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.981 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.39 0.8812 56 9.20 SUBAREA RUNOFF(CFS) = 1.37 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 1.37 Date: 07/13/2016 File name: SR00RMIN.RES Page 13 **************************************************************************** FLOW PROCESS FROM NODE 312.00 TO NODE 313.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 63.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.37 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.56 LONGEST FLOWPATH FROM NODE 311.00 TO NODE 313.00 = 401.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 313.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 9.56 RAINFALL INTENSITY(INCH/HR) = 3.91 TOTAL STREAM AREA(ACRES) = 0.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 5.88 12.76 3.388 1.81 2 7.83 8.70 4.091 2.15 3 13.38 11.44 3.576 4.22 4 1.37 9.56 3.905 0.39 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.27 8.70 4.091 2 24.44 9.56 3.905 3 26.75 11.44 3.576 4 26.23 12.76 3.388 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.75 Tc(MIN.) = 11.44 TOTAL AREA(ACRES) = 8.6 Date: 07/13/2016 File name: SR00RMIN.RES Page 14 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 313.00 = 1219.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 313.00 TO NODE 302.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.25 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 5.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 15.86 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.75 PIPE TRAVEL TIME(MIN.) = 0.01 Tc(MIN.) = 11.44 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 1224.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.44 RAINFALL INTENSITY(INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 8.57 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.75 **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 23.75 ELEVATION DIFFERENCE(FEET) = 20.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.733 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.56 0.8803 56 10.48 SUBAREA RUNOFF(CFS) = 1.84 TOTAL AREA(ACRES) = 0.56 TOTAL RUNOFF(CFS) = 1.84 **************************************************************************** FLOW PROCESS FROM NODE 301.00 TO NODE 302.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 23.75 DOWNSTREAM ELEVATION(FEET) = 22.00 STREET LENGTH(FEET) = 179.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 Date: 07/13/2016 File name: SR00RMIN.RES Page 15 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.47 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.70 STREET FLOW TRAVEL TIME(MIN.) = 1.39 Tc(MIN.) = 11.87 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.511 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.07 0.8793 56 SUBAREA AREA(ACRES) = 0.07 SUBAREA RUNOFF(CFS) = 0.22 TOTAL AREA(ACRES) = 0.6 PEAK FLOW RATE(CFS) = 2.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.73 FLOW VELOCITY(FEET/SEC.) = 2.16 DEPTH*VELOCITY(FT*FT/SEC.) = 0.72 LONGEST FLOWPATH FROM NODE 300.00 TO NODE 302.00 = 1179.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.87 RAINFALL INTENSITY(INCH/HR) = 3.51 TOTAL STREAM AREA(ACRES) = 0.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.06 **************************************************************************** FLOW PROCESS FROM NODE 314.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 404.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.885 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.16 0.8809 56 9.67 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.55 Date: 07/13/2016 File name: SR00RMIN.RES Page 16 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.67 RAINFALL INTENSITY(INCH/HR) = 3.88 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.55 **************************************************************************** FLOW PROCESS FROM NODE 315.00 TO NODE 302.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 634.00 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 13.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.089 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.82 0.8816 56 8.71 SUBAREA RUNOFF(CFS) = 6.56 TOTAL AREA(ACRES) = 1.82 TOTAL RUNOFF(CFS) = 6.56 **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 302.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 8.71 RAINFALL INTENSITY(INCH/HR) = 4.09 TOTAL STREAM AREA(ACRES) = 1.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.56 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 26.75 11.44 3.575 8.57 2 2.06 11.87 3.511 0.63 3 0.55 9.67 3.885 0.16 4 6.56 8.71 4.089 1.82 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** Date: 07/13/2016 File name: SR00RMIN.RES Page 17 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 28.93 8.71 4.089 2 31.06 9.67 3.885 3 34.97 11.44 3.575 4 34.46 11.87 3.511 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 34.97 Tc(MIN.) = 11.44 TOTAL AREA(ACRES) = 11.2 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 302.00 = 1224.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 302.00 TO NODE 316.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.50 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.99 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.97 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 11.68 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 316.00 = 1324.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 402.00 TO NODE 403.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 397.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.854 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.46 0.8808 56 9.82 SUBAREA RUNOFF(CFS) = 1.56 TOTAL AREA(ACRES) = 0.46 TOTAL RUNOFF(CFS) = 1.56 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.82 Date: 07/13/2016 File name: SR00RMIN.RES Page 18 RAINFALL INTENSITY(INCH/HR) = 3.85 TOTAL STREAM AREA(ACRES) = 0.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.56 **************************************************************************** FLOW PROCESS FROM NODE 408.00 TO NODE 403.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 411.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.814 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.80 0.8806 56 10.03 SUBAREA RUNOFF(CFS) = 2.69 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.69 **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 403.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.03 RAINFALL INTENSITY(INCH/HR) = 3.81 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.69 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.56 9.82 3.854 0.46 2 2.69 10.03 3.814 0.80 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 4.19 9.82 3.854 2 4.23 10.03 3.814 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Date: 07/13/2016 File name: SR00RMIN.RES Page 19 PEAK FLOW RATE(CFS) = 4.23 Tc(MIN.) = 10.03 TOTAL AREA(ACRES) = 1.3 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 403.00 = 411.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 403.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.25 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 30.00 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.) = 5.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.23 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 10.13 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 401.00 = 441.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.13 RAINFALL INTENSITY(INCH/HR) = 3.80 TOTAL STREAM AREA(ACRES) = 1.26 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.23 **************************************************************************** FLOW PROCESS FROM NODE 404.00 TO NODE 405.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 746.00 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 8.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.715 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 3.52 0.8802 56 10.58 SUBAREA RUNOFF(CFS) = 11.51 TOTAL AREA(ACRES) = 3.52 TOTAL RUNOFF(CFS) = 11.51 **************************************************************************** FLOW PROCESS FROM NODE 405.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.00 Date: 07/13/2016 File name: SR00RMIN.RES Page 20 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.21 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.51 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 10.80 LONGEST FLOWPATH FROM NODE 404.00 TO NODE 401.00 = 840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.80 RAINFALL INTENSITY(INCH/HR) = 3.68 TOTAL STREAM AREA(ACRES) = 3.52 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.51 **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 402.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.890 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.17 0.8809 56 9.64 SUBAREA RUNOFF(CFS) = 0.58 TOTAL AREA(ACRES) = 0.17 TOTAL RUNOFF(CFS) = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.64 RAINFALL INTENSITY(INCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 0.17 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.58 **************************************************************************** FLOW PROCESS FROM NODE 406.00 TO NODE 407.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 Date: 07/13/2016 File name: SR00RMIN.RES Page 21 INITIAL SUBAREA FLOW-LENGTH(FEET) = 629.00 UPSTREAM ELEVATION(FEET) = 28.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.730 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 5.73 0.8803 56 10.49 SUBAREA RUNOFF(CFS) = 18.81 TOTAL AREA(ACRES) = 5.73 TOTAL RUNOFF(CFS) = 18.81 **************************************************************************** FLOW PROCESS FROM NODE 407.00 TO NODE 401.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.49 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.81 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 10.93 LONGEST FLOWPATH FROM NODE 406.00 TO NODE 401.00 = 799.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 10.93 RAINFALL INTENSITY(INCH/HR) = 3.66 TOTAL STREAM AREA(ACRES) = 5.73 PEAK FLOW RATE(CFS) AT CONFLUENCE = 18.81 **************************************************************************** FLOW PROCESS FROM NODE 409.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 418.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.846 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.16 0.8807 56 9.86 SUBAREA RUNOFF(CFS) = 0.54 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.54 Date: 07/13/2016 File name: SR00RMIN.RES Page 22 **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 401.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 5 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 5 ARE: TIME OF CONCENTRATION(MIN.) = 9.86 RAINFALL INTENSITY(INCH/HR) = 3.85 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.23 10.13 3.796 1.26 2 11.51 10.80 3.678 3.52 3 0.58 9.64 3.890 0.17 4 18.81 10.93 3.656 5.73 5 0.54 9.86 3.846 0.16 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 5 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 31.99 9.64 3.890 2 32.73 9.86 3.846 3 33.56 10.13 3.796 4 35.27 10.80 3.678 5 35.39 10.93 3.656 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 35.39 Tc(MIN.) = 10.93 TOTAL AREA(ACRES) = 10.8 LONGEST FLOWPATH FROM NODE 404.00 TO NODE 401.00 = 840.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 401.00 TO NODE 410.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.99 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.39 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 11.29 Date: 07/13/2016 File name: SR00RMIN.RES Page 23 LONGEST FLOWPATH FROM NODE 404.00 TO NODE 410.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 549.00 UPSTREAM ELEVATION(FEET) = 27.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 4.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.799 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 4.02 0.8805 56 10.11 SUBAREA RUNOFF(CFS) = 13.45 TOTAL AREA(ACRES) = 4.02 TOTAL RUNOFF(CFS) = 13.45 **************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 156.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.49 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.45 PIPE TRAVEL TIME(MIN.) = 0.47 Tc(MIN.) = 10.59 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 508.00 = 705.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.59 RAINFALL INTENSITY(INCH/HR) = 3.71 TOTAL STREAM AREA(ACRES) = 4.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.45 **************************************************************************** FLOW PROCESS FROM NODE 502.00 TO NODE 503.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 549.00 UPSTREAM ELEVATION(FEET) = 25.00 DOWNSTREAM ELEVATION(FEET) = 22.50 Date: 07/13/2016 File name: SR00RMIN.RES Page 24 ELEVATION DIFFERENCE(FEET) = 2.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.627 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.66 0.8798 56 11.11 SUBAREA RUNOFF(CFS) = 5.30 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 5.30 **************************************************************************** FLOW PROCESS FROM NODE 503.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 68.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.94 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.30 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 11.40 LONGEST FLOWPATH FROM NODE 502.00 TO NODE 508.00 = 617.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.40 RAINFALL INTENSITY(INCH/HR) = 3.58 TOTAL STREAM AREA(ACRES) = 1.66 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.30 **************************************************************************** FLOW PROCESS FROM NODE 504.00 TO NODE 505.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 513.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.519 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.49 0.8794 56 11.82 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 505.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- Date: 07/13/2016 File name: SR00RMIN.RES Page 25 >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 71.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 2.85 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.52 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 12.23 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 508.00 = 584.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 12.23 RAINFALL INTENSITY(INCH/HR) = 3.46 TOTAL STREAM AREA(ACRES) = 0.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 506.00 TO NODE 507.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.197 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.67 0.8778 56 14.36 SUBAREA RUNOFF(CFS) = 4.69 TOTAL AREA(ACRES) = 1.67 TOTAL RUNOFF(CFS) = 4.69 **************************************************************************** FLOW PROCESS FROM NODE 507.00 TO NODE 508.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 9.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.78 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.69 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 14.77 Date: 07/13/2016 File name: SR00RMIN.RES Page 26 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 508.00 = 738.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 508.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 14.77 RAINFALL INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 1.67 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.69 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.45 10.59 3.714 4.02 2 5.30 11.40 3.581 1.66 3 1.52 12.23 3.459 0.49 4 4.69 14.77 3.152 1.67 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 23.04 10.59 3.714 2 23.29 11.40 3.581 3 23.04 12.23 3.459 4 22.14 14.77 3.152 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 23.04 Tc(MIN.) = 10.59 TOTAL AREA(ACRES) = 7.8 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 508.00 = 738.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 508.00 TO NODE 511.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.25 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 17.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.57 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.04 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.62 Date: 07/13/2016 File name: SR00RMIN.RES Page 27 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 511.00 = 755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.62 RAINFALL INTENSITY(INCH/HR) = 3.71 TOTAL STREAM AREA(ACRES) = 7.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.04 **************************************************************************** FLOW PROCESS FROM NODE 509.00 TO NODE 511.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 382.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.949 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.86 0.8811 56 9.35 SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 0.86 TOTAL RUNOFF(CFS) = 2.99 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.35 RAINFALL INTENSITY(INCH/HR) = 3.95 TOTAL STREAM AREA(ACRES) = 0.86 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.99 **************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 399.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.899 SUBAREA Tc AND LOSS RATE DATA(AMC II): Date: 07/13/2016 File name: SR00RMIN.RES Page 28 DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.71 0.8809 56 9.59 SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 0.71 TOTAL RUNOFF(CFS) = 2.44 **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 511.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 9.59 RAINFALL INTENSITY(INCH/HR) = 3.90 TOTAL STREAM AREA(ACRES) = 0.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.44 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 23.04 10.62 3.709 7.84 2 2.99 9.35 3.949 0.86 3 2.44 9.59 3.899 0.71 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 25.65 9.35 3.949 2 26.21 9.59 3.899 3 28.17 10.62 3.709 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 28.17 Tc(MIN.) = 10.62 TOTAL AREA(ACRES) = 9.4 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 511.00 = 755.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 511.00 TO NODE 512.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.57 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 Date: 07/13/2016 File name: SR00RMIN.RES Page 29 PIPE-FLOW(CFS) = 28.17 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 11.00 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 512.00 = 905.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 604.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 396.00 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.650 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.01 0.8799 56 10.97 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 3.24 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.97 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = 1.01 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.24 **************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 552.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.308 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.62 0.8784 56 13.39 SUBAREA RUNOFF(CFS) = 4.71 TOTAL AREA(ACRES) = 1.62 TOTAL RUNOFF(CFS) = 4.71 **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 604.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< Date: 07/13/2016 File name: SR00RMIN.RES Page 30 >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.00 FLOW LENGTH(FEET) = 192.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.43 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.71 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 14.11 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 604.00 = 744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.11 RAINFALL INTENSITY(INCH/HR) = 3.22 TOTAL STREAM AREA(ACRES) = 1.62 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.71 **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 92.00 UPSTREAM ELEVATION(FEET) = 22.50 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.248 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.07 0.8850 56 5.25 SUBAREA RUNOFF(CFS) = 0.33 TOTAL AREA(ACRES) = 0.07 TOTAL RUNOFF(CFS) = 0.33 **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 5.25 RAINFALL INTENSITY(INCH/HR) = 5.25 TOTAL STREAM AREA(ACRES) = 0.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.33 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) Date: 07/13/2016 File name: SR00RMIN.RES Page 31 1 3.24 10.97 3.650 1.01 2 4.71 14.11 3.224 1.62 3 0.33 5.25 5.248 0.07 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 3.63 5.25 5.248 2 7.13 10.97 3.650 3 7.77 14.11 3.224 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 7.77 Tc(MIN.) = 14.11 TOTAL AREA(ACRES) = 2.7 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 604.00 = 744.00 FEET. **************************************************************************** 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)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.00 DOWNSTREAM(FEET) = 21.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.93 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.77 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 14.62 LONGEST FLOWPATH FROM NODE 601.00 TO NODE 605.00 = 894.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 702.00 TO NODE 703.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 238.00 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 21.00 ELEVATION DIFFERENCE(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.377 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.66 0.8131 56 7.59 SUBAREA RUNOFF(CFS) = 5.91 Date: 07/13/2016 File name: SR00RMIN.RES Page 32 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 5.91 **************************************************************************** FLOW PROCESS FROM NODE 703.00 TO NODE 704.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 21.00 DOWNSTREAM ELEVATION(FEET) = 16.50 STREET LENGTH(FEET) = 319.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.17 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.20 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.19 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.35 STREET FLOW TRAVEL TIME(MIN.) = 1.66 Tc(MIN.) = 9.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.969 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.15 0.8812 56 SUBAREA AREA(ACRES) = 0.15 SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 6.43 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.43 HALFSTREET FLOOD WIDTH(FEET) = 13.45 FLOW VELOCITY(FEET/SEC.) = 3.22 DEPTH*VELOCITY(FT*FT/SEC.) = 1.37 LONGEST FLOWPATH FROM NODE 702.00 TO NODE 704.00 = 557.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 704.00 TO NODE 707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 16.50 DOWNSTREAM(FEET) = 14.75 FLOW LENGTH(FEET) = 204.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.77 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.43 PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 9.84 LONGEST FLOWPATH FROM NODE 702.00 TO NODE 707.00 = 761.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 707.00 TO NODE 707.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Date: 07/13/2016 File name: SR00RMIN.RES Page 33 ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.84 RAINFALL INTENSITY(INCH/HR) = 3.85 TOTAL STREAM AREA(ACRES) = 1.81 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.43 **************************************************************************** FLOW PROCESS FROM NODE 705.00 TO NODE 706.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 935.00 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 15.00 ELEVATION DIFFERENCE(FEET) = 11.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.157 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.06 0.7879 56 14.73 SUBAREA RUNOFF(CFS) = 20.04 TOTAL AREA(ACRES) = 8.06 TOTAL RUNOFF(CFS) = 20.04 **************************************************************************** FLOW PROCESS FROM NODE 706.00 TO NODE 707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 15.00 DOWNSTREAM(FEET) = 14.75 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.57 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.04 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 14.77 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 707.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 707.00 TO NODE 707.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.77 RAINFALL INTENSITY(INCH/HR) = 3.15 TOTAL STREAM AREA(ACRES) = 8.06 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.04 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA Date: 07/13/2016 File name: SR00RMIN.RES Page 34 NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 6.43 9.84 3.850 1.81 2 20.04 14.77 3.152 8.06 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 19.79 9.84 3.850 2 25.31 14.77 3.152 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 25.31 Tc(MIN.) = 14.77 TOTAL AREA(ACRES) = 9.9 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 707.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 707.00 TO NODE 711.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 14.75 DOWNSTREAM(FEET) = 12.00 FLOW LENGTH(FEET) = 569.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.42 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.31 PIPE TRAVEL TIME(MIN.) = 1.48 Tc(MIN.) = 16.25 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 711.00 = 1525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 711.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.25 RAINFALL INTENSITY(INCH/HR) = 3.01 TOTAL STREAM AREA(ACRES) = 9.87 PEAK FLOW RATE(CFS) AT CONFLUENCE = 25.31 **************************************************************************** FLOW PROCESS FROM NODE 708.00 TO NODE 709.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 Date: 07/13/2016 File name: SR00RMIN.RES Page 35 INITIAL SUBAREA FLOW-LENGTH(FEET) = 708.00 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 14.00 ELEVATION DIFFERENCE(FEET) = 8.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.321 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.32 0.7921 56 13.28 SUBAREA RUNOFF(CFS) = 16.63 TOTAL AREA(ACRES) = 6.32 TOTAL RUNOFF(CFS) = 16.63 **************************************************************************** FLOW PROCESS FROM NODE 709.00 TO NODE 710.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 14.00 DOWNSTREAM ELEVATION(FEET) = 12.25 STREET LENGTH(FEET) = 392.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.93 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.44 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.28 STREET FLOW TRAVEL TIME(MIN.) = 2.68 Tc(MIN.) = 15.97 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.034 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.23 0.8769 56 SUBAREA AREA(ACRES) = 0.23 SUBAREA RUNOFF(CFS) = 0.61 TOTAL AREA(ACRES) = 6.6 PEAK FLOW RATE(CFS) = 17.24 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.53 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.30 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 710.00 = 1100.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 710.00 TO NODE 711.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 12.25 DOWNSTREAM(FEET) = 12.00 Date: 07/13/2016 File name: SR00RMIN.RES Page 36 FLOW LENGTH(FEET) = 21.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.24 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 16.01 LONGEST FLOWPATH FROM NODE 708.00 TO NODE 711.00 = 1121.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 711.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.01 RAINFALL INTENSITY(INCH/HR) = 3.03 TOTAL STREAM AREA(ACRES) = 6.55 PEAK FLOW RATE(CFS) AT CONFLUENCE = 17.24 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 25.31 16.25 3.008 9.87 2 17.24 16.01 3.030 6.55 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 42.17 16.01 3.030 2 42.42 16.25 3.008 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 42.42 Tc(MIN.) = 16.25 TOTAL AREA(ACRES) = 16.4 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 711.00 = 1525.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 711.00 TO NODE 716.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 12.00 DOWNSTREAM(FEET) = 8.15 FLOW LENGTH(FEET) = 623.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.08 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 Date: 07/13/2016 File name: SR00RMIN.RES Page 37 PIPE-FLOW(CFS) = 42.42 PIPE TRAVEL TIME(MIN.) = 1.28 Tc(MIN.) = 17.53 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 716.00 = 2148.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 716.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.53 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 16.42 PEAK FLOW RATE(CFS) AT CONFLUENCE = 42.42 **************************************************************************** FLOW PROCESS FROM NODE 712.00 TO NODE 713.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 11.75 ELEVATION DIFFERENCE(FEET) = 10.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.073 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.74 0.7856 56 15.55 SUBAREA RUNOFF(CFS) = 21.10 TOTAL AREA(ACRES) = 8.74 TOTAL RUNOFF(CFS) = 21.10 **************************************************************************** FLOW PROCESS FROM NODE 713.00 TO NODE 715.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 11.75 DOWNSTREAM(FEET) = 8.25 FLOW LENGTH(FEET) = 389.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 7.87 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.10 PIPE TRAVEL TIME(MIN.) = 0.82 Tc(MIN.) = 16.38 LONGEST FLOWPATH FROM NODE 712.00 TO NODE 715.00 = 1389.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 715.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.996 SUBAREA Tc AND LOSS RATE DATA(AMC II): Date: 07/13/2016 File name: SR00RMIN.RES Page 38 DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 2.84 0.7834 56 SUBAREA AREA(ACRES) = 2.84 SUBAREA RUNOFF(CFS) = 6.67 TOTAL AREA(ACRES) = 11.6 TOTAL RUNOFF(CFS) = 27.76 TC(MIN.) = 16.38 **************************************************************************** FLOW PROCESS FROM NODE 715.00 TO NODE 716.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.25 DOWNSTREAM(FEET) = 8.15 FLOW LENGTH(FEET) = 20.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.56 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.76 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 16.43 LONGEST FLOWPATH FROM NODE 712.00 TO NODE 716.00 = 1409.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 716.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 16.43 RAINFALL INTENSITY(INCH/HR) = 2.99 TOTAL STREAM AREA(ACRES) = 11.58 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.76 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 42.42 17.53 2.897 16.42 2 27.76 16.43 2.991 11.58 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 67.51 16.43 2.991 2 69.31 17.53 2.897 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Date: 07/13/2016 File name: SR00RMIN.RES Page 39 PEAK FLOW RATE(CFS) = 69.31 Tc(MIN.) = 17.53 TOTAL AREA(ACRES) = 28.0 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 716.00 = 2148.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 716.00 TO NODE 723.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.15 DOWNSTREAM(FEET) = 8.00 FLOW LENGTH(FEET) = 23.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.28 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.31 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 17.57 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 723.00 = 2171.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.57 RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 28.00 PEAK FLOW RATE(CFS) AT CONFLUENCE = 69.31 **************************************************************************** FLOW PROCESS FROM NODE 717.00 TO NODE 723.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 295.00 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 8.00 ELEVATION DIFFERENCE(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.144 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.08 0.8818 56 8.48 SUBAREA RUNOFF(CFS) = 0.29 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.48 Date: 07/13/2016 File name: SR00RMIN.RES Page 40 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 0.08 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.29 **************************************************************************** FLOW PROCESS FROM NODE 718.00 TO NODE 719.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 19.00 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 8.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.017 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.93 0.7840 56 16.15 SUBAREA RUNOFF(CFS) = 16.39 TOTAL AREA(ACRES) = 6.93 TOTAL RUNOFF(CFS) = 16.39 **************************************************************************** FLOW PROCESS FROM NODE 719.00 TO NODE 720.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 10.50 DOWNSTREAM(FEET) = 8.25 FLOW LENGTH(FEET) = 83.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 10.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.39 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 16.27 LONGEST FLOWPATH FROM NODE 718.00 TO NODE 720.00 = 1083.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 720.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.005 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.56 0.8767 56 SUBAREA AREA(ACRES) = 1.56 SUBAREA RUNOFF(CFS) = 4.11 TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 20.50 TC(MIN.) = 16.27 **************************************************************************** FLOW PROCESS FROM NODE 720.00 TO NODE 723.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< Date: 07/13/2016 File name: SR00RMIN.RES Page 41 ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.25 DOWNSTREAM(FEET) = 8.00 FLOW LENGTH(FEET) = 43.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.54 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.50 PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 16.38 LONGEST FLOWPATH FROM NODE 718.00 TO NODE 723.00 = 1126.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 16.38 RAINFALL INTENSITY(INCH/HR) = 3.00 TOTAL STREAM AREA(ACRES) = 8.49 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.50 **************************************************************************** FLOW PROCESS FROM NODE 721.00 TO NODE 722.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 11.00 ELEVATION DIFFERENCE(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.519 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 0.8153 56 7.11 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** FLOW PROCESS FROM NODE 722.00 TO NODE 723.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 8.00 STREET LENGTH(FEET) = 610.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Date: 07/13/2016 File name: SR00RMIN.RES Page 42 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.27 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.12 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.48 STREET FLOW TRAVEL TIME(MIN.) = 6.79 Tc(MIN.) = 13.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.248 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.27 0.8780 56 SUBAREA AREA(ACRES) = 0.27 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 0.5 PEAK FLOW RATE(CFS) = 1.65 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.24 FLOW VELOCITY(FEET/SEC.) = 1.59 DEPTH*VELOCITY(FT*FT/SEC.) = 0.54 LONGEST FLOWPATH FROM NODE 721.00 TO NODE 723.00 = 753.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 723.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 4 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 4 ARE: TIME OF CONCENTRATION(MIN.) = 13.90 RAINFALL INTENSITY(INCH/HR) = 3.25 TOTAL STREAM AREA(ACRES) = 0.51 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 69.31 17.57 2.894 28.00 2 0.29 8.48 4.144 0.08 3 20.50 16.38 2.995 8.49 4 1.65 13.90 3.248 0.51 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 4 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 45.35 8.48 4.144 2 74.11 13.90 3.248 3 86.85 16.38 2.995 4 90.79 17.57 2.894 Date: 07/13/2016 File name: SR00RMIN.RES Page 43 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 90.79 Tc(MIN.) = 17.57 TOTAL AREA(ACRES) = 37.1 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 723.00 = 2171.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 723.00 TO NODE 724.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) = 6.87 FLOW LENGTH(FEET) = 227.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 36.2 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.92 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 90.79 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 18.00 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 724.00 = 2398.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 800.00 TO NODE 804.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.50 ELEVATION DIFFERENCE(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.886 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.02 0.8045 56 9.66 SUBAREA RUNOFF(CFS) = 3.19 TOTAL AREA(ACRES) = 1.02 TOTAL RUNOFF(CFS) = 3.19 **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 9.66 RAINFALL INTENSITY(INCH/HR) = 3.89 TOTAL STREAM AREA(ACRES) = 1.02 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.19 **************************************************************************** FLOW PROCESS FROM NODE 801.00 TO NODE 802.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ Date: 07/13/2016 File name: SR00RMIN.RES Page 44 ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.00 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 12.00 ELEVATION DIFFERENCE(FEET) = 2.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.817 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.76 0.8031 56 10.01 SUBAREA RUNOFF(CFS) = 2.33 TOTAL AREA(ACRES) = 0.76 TOTAL RUNOFF(CFS) = 2.33 **************************************************************************** FLOW PROCESS FROM NODE 802.00 TO NODE 803.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 12.00 DOWNSTREAM ELEVATION(FEET) = 11.25 STREET LENGTH(FEET) = 211.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.18 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.28 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.35 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.45 STREET FLOW TRAVEL TIME(MIN.) = 2.60 Tc(MIN.) = 12.61 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.407 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.63 0.7942 56 SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.70 TOTAL AREA(ACRES) = 1.4 PEAK FLOW RATE(CFS) = 4.03 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.33 FLOW VELOCITY(FEET/SEC.) = 1.44 DEPTH*VELOCITY(FT*FT/SEC.) = 0.51 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 803.00 = 511.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 803.00 TO NODE 804.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< Date: 07/13/2016 File name: SR00RMIN.RES Page 45 ============================================================================ UPSTREAM ELEVATION(FEET) = 11.25 DOWNSTREAM ELEVATION(FEET) = 9.50 STREET LENGTH(FEET) = 340.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.29 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.36 HALFSTREET FLOOD WIDTH(FEET) = 11.76 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.76 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.64 STREET FLOW TRAVEL TIME(MIN.) = 3.21 Tc(MIN.) = 15.82 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.047 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.05 0.7849 56 SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 2.51 TOTAL AREA(ACRES) = 2.4 PEAK FLOW RATE(CFS) = 6.55 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 12.81 FLOW VELOCITY(FEET/SEC.) = 1.86 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 804.00 = 851.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 804.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 15.82 RAINFALL INTENSITY(INCH/HR) = 3.05 TOTAL STREAM AREA(ACRES) = 2.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.55 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 3.19 9.66 3.886 1.02 2 6.55 15.82 3.047 2.44 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** Date: 07/13/2016 File name: SR00RMIN.RES Page 46 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 7.18 9.66 3.886 2 9.05 15.82 3.047 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.05 Tc(MIN.) = 15.82 TOTAL AREA(ACRES) = 3.5 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 804.00 = 851.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 804.00 TO NODE 807.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.50 DOWNSTREAM(FEET) = 8.50 FLOW LENGTH(FEET) = 216.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.91 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.05 PIPE TRAVEL TIME(MIN.) = 0.73 Tc(MIN.) = 16.56 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 807.00 = 1067.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 16.56 RAINFALL INTENSITY(INCH/HR) = 2.98 TOTAL STREAM AREA(ACRES) = 3.46 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.05 **************************************************************************** FLOW PROCESS FROM NODE 805.00 TO NODE 806.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 185.00 UPSTREAM ELEVATION(FEET) = 12.00 DOWNSTREAM ELEVATION(FEET) = 10.25 ELEVATION DIFFERENCE(FEET) = 1.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.252 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.64 0.8110 56 8.05 Date: 07/13/2016 File name: SR00RMIN.RES Page 47 SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 2.21 **************************************************************************** FLOW PROCESS FROM NODE 806.00 TO NODE 807.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.25 DOWNSTREAM ELEVATION(FEET) = 8.50 STREET LENGTH(FEET) = 333.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.39 HALFSTREET FLOOD WIDTH(FEET) = 13.23 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.90 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.74 STREET FLOW TRAVEL TIME(MIN.) = 2.92 Tc(MIN.) = 10.96 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.651 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 3.35 0.7997 56 SUBAREA AREA(ACRES) = 3.35 SUBAREA RUNOFF(CFS) = 9.78 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 11.99 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 2.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.00 LONGEST FLOWPATH FROM NODE 805.00 TO NODE 807.00 = 518.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 807.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 10.96 RAINFALL INTENSITY(INCH/HR) = 3.65 TOTAL STREAM AREA(ACRES) = 3.99 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 9.05 16.56 2.980 3.46 Date: 07/13/2016 File name: SR00RMIN.RES Page 48 2 11.99 10.96 3.651 3.99 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.98 10.96 3.651 2 18.83 16.56 2.980 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 17.98 Tc(MIN.) = 10.96 TOTAL AREA(ACRES) = 7.4 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 807.00 = 1067.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 807.00 TO NODE 808.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.50 DOWNSTREAM(FEET) = 7.75 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.02 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 17.98 PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 11.38 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 808.00 = 1217.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 900.00 TO NODE 901.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 397.00 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 11.60 ELEVATION DIFFERENCE(FEET) = 2.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.566 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.29 0.7978 56 11.50 SUBAREA RUNOFF(CFS) = 3.67 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 3.67 **************************************************************************** Date: 07/13/2016 File name: SR00RMIN.RES Page 49 FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 11.60 DOWNSTREAM ELEVATION(FEET) = 10.40 STREET LENGTH(FEET) = 230.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.79 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.18 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.67 STREET FLOW TRAVEL TIME(MIN.) = 2.12 Tc(MIN.) = 13.62 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.280 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.63 0.7911 56 SUBAREA AREA(ACRES) = 1.63 SUBAREA RUNOFF(CFS) = 4.23 TOTAL AREA(ACRES) = 2.9 PEAK FLOW RATE(CFS) = 7.90 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 13.81 FLOW VELOCITY(FEET/SEC.) = 1.95 DEPTH*VELOCITY(FT*FT/SEC.) = 0.78 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 902.00 = 627.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 902.00 TO NODE 905.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.40 DOWNSTREAM ELEVATION(FEET) = 8.00 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 11.00 ***STREET FLOWING FULL*** STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.44 Date: 07/13/2016 File name: SR00RMIN.RES Page 50 HALFSTREET FLOOD WIDTH(FEET) = 15.00 AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.15 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94 STREET FLOW TRAVEL TIME(MIN.) = 3.57 Tc(MIN.) = 17.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.925 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 2.71 0.7813 56 SUBAREA AREA(ACRES) = 2.71 SUBAREA RUNOFF(CFS) = 6.19 TOTAL AREA(ACRES) = 5.6 PEAK FLOW RATE(CFS) = 14.09 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.47 HALFSTREET FLOOD WIDTH(FEET) = 15.00 FLOW VELOCITY(FEET/SEC.) = 2.38 DEPTH*VELOCITY(FT*FT/SEC.) = 1.11 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 905.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 17.19 RAINFALL INTENSITY(INCH/HR) = 2.93 TOTAL STREAM AREA(ACRES) = 5.63 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.09 **************************************************************************** FLOW PROCESS FROM NODE 903.00 TO NODE 904.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 330.00 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.75 ELEVATION DIFFERENCE(FEET) = 2.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.746 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.87 0.8017 56 10.40 SUBAREA RUNOFF(CFS) = 2.61 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 2.61 **************************************************************************** FLOW PROCESS FROM NODE 904.00 TO NODE 905.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.75 DOWNSTREAM ELEVATION(FEET) = 8.00 STREET LENGTH(FEET) = 455.00 CURB HEIGHT(INCHES) = 6.0 Date: 07/13/2016 File name: SR00RMIN.RES Page 51 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.97 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.07 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 4.32 Tc(MIN.) = 14.73 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.157 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.09 0.7879 56 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 2.71 TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 5.32 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.39 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 0.67 LONGEST FLOWPATH FROM NODE 903.00 TO NODE 905.00 = 785.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 905.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 14.73 RAINFALL INTENSITY(INCH/HR) = 3.16 TOTAL STREAM AREA(ACRES) = 1.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.32 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.09 17.19 2.925 5.63 2 5.32 14.73 3.157 1.96 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. Date: 07/13/2016 File name: SR00RMIN.RES Page 52 ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 17.40 14.73 3.157 2 19.03 17.19 2.925 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.03 Tc(MIN.) = 17.19 TOTAL AREA(ACRES) = 7.6 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 905.00 = 1087.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 905.00 TO NODE 906.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.00 DOWNSTREAM(FEET) = 7.25 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.07 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.03 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 17.60 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 906.00 = 1237.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1001.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 371.00 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.650 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.11 0.7996 56 10.97 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 1.11 TOTAL RUNOFF(CFS) = 3.24 **************************************************************************** FLOW PROCESS FROM NODE 1001.00 TO NODE 1004.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 10.50 DOWNSTREAM ELEVATION(FEET) = 8.50 STREET LENGTH(FEET) = 350.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 Date: 07/13/2016 File name: SR00RMIN.RES Page 53 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.10 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 10.33 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.73 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.58 STREET FLOW TRAVEL TIME(MIN.) = 3.38 Tc(MIN.) = 14.34 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.198 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.68 0.7890 56 SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 1.72 TOTAL AREA(ACRES) = 1.8 PEAK FLOW RATE(CFS) = 4.96 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 11.18 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.63 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 721.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 14.34 RAINFALL INTENSITY(INCH/HR) = 3.20 TOTAL STREAM AREA(ACRES) = 1.79 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.96 **************************************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1003.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 358.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.75 ELEVATION DIFFERENCE(FEET) = 2.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.657 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.01 0.7998 56 10.92 SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 2.95 Date: 07/13/2016 File name: SR00RMIN.RES Page 54 **************************************************************************** FLOW PROCESS FROM NODE 1003.00 TO NODE 1004.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 3 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 9.75 DOWNSTREAM ELEVATION(FEET) = 8.50 STREET LENGTH(FEET) = 228.00 CURB HEIGHT(INCHES) = 6.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.56 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 10.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.74 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.60 STREET FLOW TRAVEL TIME(MIN.) = 2.18 Tc(MIN.) = 13.11 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.343 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.21 0.7926 56 SUBAREA AREA(ACRES) = 1.21 SUBAREA RUNOFF(CFS) = 3.21 TOTAL AREA(ACRES) = 2.2 PEAK FLOW RATE(CFS) = 6.16 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 12.34 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 0.70 LONGEST FLOWPATH FROM NODE 1002.00 TO NODE 1004.00 = 586.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 13.11 RAINFALL INTENSITY(INCH/HR) = 3.34 TOTAL STREAM AREA(ACRES) = 2.22 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.16 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.96 14.34 3.198 1.79 2 6.16 13.11 3.343 2.22 *********************************WARNING********************************** Date: 07/13/2016 File name: SR00RMIN.RES Page 55 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 10.69 13.11 3.343 2 10.85 14.34 3.198 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 10.69 Tc(MIN.) = 13.11 TOTAL AREA(ACRES) = 4.0 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 721.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1005.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 8.50 DOWNSTREAM(FEET) = 7.75 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.17 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.69 PIPE TRAVEL TIME(MIN.) = 0.48 Tc(MIN.) = 13.59 LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1005.00 = 871.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1100.00 TO NODE 1102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 335.00 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.819 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.44 0.8031 56 10.00 SUBAREA RUNOFF(CFS) = 4.42 TOTAL AREA(ACRES) = 1.44 TOTAL RUNOFF(CFS) = 4.42 **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< Date: 07/13/2016 File name: SR00RMIN.RES Page 56 ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 10.00 RAINFALL INTENSITY(INCH/HR) = 3.82 TOTAL STREAM AREA(ACRES) = 1.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.42 **************************************************************************** FLOW PROCESS FROM NODE 1101.00 TO NODE 1102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 384.00 UPSTREAM ELEVATION(FEET) = 11.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 2.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.549 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.93 0.7974 56 11.61 SUBAREA RUNOFF(CFS) = 5.46 TOTAL AREA(ACRES) = 1.93 TOTAL RUNOFF(CFS) = 5.46 **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1102.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 11.61 RAINFALL INTENSITY(INCH/HR) = 3.55 TOTAL STREAM AREA(ACRES) = 1.93 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.46 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.42 10.00 3.819 1.44 2 5.46 11.61 3.549 1.93 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY Date: 07/13/2016 File name: SR00RMIN.RES Page 57 NUMBER (CFS) (MIN.) (INCH/HOUR) 1 9.12 10.00 3.819 2 9.57 11.61 3.549 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 9.57 Tc(MIN.) = 11.61 TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 1101.00 TO NODE 1102.00 = 384.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1102.00 TO NODE 1103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 9.00 DOWNSTREAM(FEET) = 7.97 FLOW LENGTH(FEET) = 207.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.3 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.11 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.57 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 12.29 LONGEST FLOWPATH FROM NODE 1101.00 TO NODE 1103.00 = 591.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1200.00 TO NODE 1201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 180.00 UPSTREAM ELEVATION(FEET) = 60.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 33.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.375 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.53 0.8853 56 5.00 SUBAREA RUNOFF(CFS) = 7.28 TOTAL AREA(ACRES) = 1.53 TOTAL RUNOFF(CFS) = 7.28 **************************************************************************** FLOW PROCESS FROM NODE 1201.00 TO NODE 1211.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 27.00 DOWNSTREAM(FEET) = 26.00 FLOW LENGTH(FEET) = 450.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.58 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.28 PIPE TRAVEL TIME(MIN.) = 2.10 Tc(MIN.) = 7.10 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1211.00 = 630.00 FEET. Date: 07/13/2016 File name: SR00RMIN.RES Page 58 **************************************************************************** FLOW PROCESS FROM NODE 1211.00 TO NODE 1211.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.524 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.09 0.8831 56 SUBAREA AREA(ACRES) = 1.09 SUBAREA RUNOFF(CFS) = 4.35 TOTAL AREA(ACRES) = 2.6 TOTAL RUNOFF(CFS) = 11.64 TC(MIN.) = 7.10 **************************************************************************** FLOW PROCESS FROM NODE 1211.00 TO NODE 1214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 26.00 DOWNSTREAM(FEET) = 24.00 FLOW LENGTH(FEET) = 360.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.67 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.64 PIPE TRAVEL TIME(MIN.) = 1.06 Tc(MIN.) = 8.15 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1214.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1214.00 TO NODE 1214.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.224 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.34 0.8821 56 SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 4.99 TOTAL AREA(ACRES) = 4.0 TOTAL RUNOFF(CFS) = 16.63 TC(MIN.) = 8.15 **************************************************************************** FLOW PROCESS FROM NODE 1214.00 TO NODE 1217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 22.50 FLOW LENGTH(FEET) = 125.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.02 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.63 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 8.41 LONGEST FLOWPATH FROM NODE 1200.00 TO NODE 1217.00 = 1115.00 FEET. Date: 07/13/2016 File name: SR00RMIN.RES Page 59 **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.41 RAINFALL INTENSITY(INCH/HR) = 4.16 TOTAL STREAM AREA(ACRES) = 3.96 PEAK FLOW RATE(CFS) AT CONFLUENCE = 16.63 **************************************************************************** FLOW PROCESS FROM NODE 1202.00 TO NODE 1203.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 370.00 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 30.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.724 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 2.73 0.8802 56 10.53 SUBAREA RUNOFF(CFS) = 8.95 TOTAL AREA(ACRES) = 2.73 TOTAL RUNOFF(CFS) = 8.95 **************************************************************************** FLOW PROCESS FROM NODE 1203.00 TO NODE 1206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 30.00 DOWNSTREAM(FEET) = 24.00 FLOW LENGTH(FEET) = 345.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 8.17 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.95 PIPE TRAVEL TIME(MIN.) = 0.70 Tc(MIN.) = 11.24 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1206.00 = 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1206.00 TO NODE 1206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.607 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.49 0.8797 56 SUBAREA AREA(ACRES) = 1.49 SUBAREA RUNOFF(CFS) = 4.73 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 13.68 Date: 07/13/2016 File name: SR00RMIN.RES Page 60 TC(MIN.) = 11.24 **************************************************************************** FLOW PROCESS FROM NODE 1206.00 TO NODE 1217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 22.50 FLOW LENGTH(FEET) = 415.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.68 PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 12.62 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1217.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.407 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 1.00 0.8788 56 SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.99 TOTAL AREA(ACRES) = 5.2 TOTAL RUNOFF(CFS) = 16.67 TC(MIN.) = 12.62 **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.407 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 2.18 0.8788 56 SUBAREA AREA(ACRES) = 2.18 SUBAREA RUNOFF(CFS) = 6.53 TOTAL AREA(ACRES) = 7.4 TOTAL RUNOFF(CFS) = 23.20 TC(MIN.) = 12.62 **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1217.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 12.62 RAINFALL INTENSITY(INCH/HR) = 3.41 TOTAL STREAM AREA(ACRES) = 7.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 23.20 Date: 07/13/2016 File name: SR00RMIN.RES Page 61 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 16.63 8.41 4.160 3.96 2 23.20 12.62 3.407 7.40 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 32.10 8.41 4.160 2 36.82 12.62 3.407 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 36.82 Tc(MIN.) = 12.62 TOTAL AREA(ACRES) = 11.4 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1217.00 = 1130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1217.00 TO NODE 1218.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.10 FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 9.24 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.82 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 12.69 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1218.00 = 1170.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1300.00 TO NODE 1301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 153.00 UPSTREAM ELEVATION(FEET) = 24.50 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.032 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.51 0.8845 56 5.72 SUBAREA RUNOFF(CFS) = 6.72 Date: 07/13/2016 File name: SR00RMIN.RES Page 62 TOTAL AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) = 6.72 **************************************************************************** FLOW PROCESS FROM NODE 1301.00 TO NODE 1302.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.45 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.6 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.18 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.72 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 5.87 LONGEST FLOWPATH FROM NODE 1300.00 TO NODE 1302.00 = 208.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1400.00 TO NODE 1401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 247.00 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.196 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.49 0.8820 56 8.26 SUBAREA RUNOFF(CFS) = 1.81 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.81 **************************************************************************** FLOW PROCESS FROM NODE 1401.00 TO NODE 1402.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) = 22.84 FLOW LENGTH(FEET) = 16.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.1 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.38 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.81 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 8.33 LONGEST FLOWPATH FROM NODE 1400.00 TO NODE 1402.00 = 263.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1500.00 TO NODE 1501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM Date: 07/13/2016 File name: SR00RMIN.RES Page 63 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 133.00 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.706 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 2.42 0.8836 56 6.55 SUBAREA RUNOFF(CFS) = 10.06 TOTAL AREA(ACRES) = 2.42 TOTAL RUNOFF(CFS) = 10.06 **************************************************************************** FLOW PROCESS FROM NODE 1501.00 TO NODE 1502.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) = 22.25 FLOW LENGTH(FEET) = 25.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.5 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 6.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.06 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 6.61 LONGEST FLOWPATH FROM NODE 1500.00 TO NODE 1502.00 = 158.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1600.00 TO NODE 1601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 427.00 UPSTREAM ELEVATION(FEET) = 25.00 DOWNSTREAM ELEVATION(FEET) = 24.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.569 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 1.03 0.8796 56 11.48 SUBAREA RUNOFF(CFS) = 3.23 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 3.23 **************************************************************************** FLOW PROCESS FROM NODE 1601.00 TO NODE 1602.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) = 23.00 FLOW LENGTH(FEET) = 100.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.0 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.14 Date: 07/13/2016 File name: SR00RMIN.RES Page 64 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.23 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 11.80 LONGEST FLOWPATH FROM NODE 1600.00 TO NODE 1602.00 = 527.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1700.00 TO NODE 1701.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1000.00 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 13.50 ELEVATION DIFFERENCE(FEET) = 9.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.465 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.36 0.8791 56 12.19 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) = 0.36 TOTAL RUNOFF(CFS) = 1.10 **************************************************************************** FLOW PROCESS FROM NODE 1701.00 TO NODE 1703.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>(STREET TABLE SECTION # 2 USED)<<<<< ============================================================================ UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 7.00 STREET LENGTH(FEET) = 881.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 15.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.48 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 7.92 AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.81 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57 STREET FLOW TRAVEL TIME(MIN.) = 8.12 Tc(MIN.) = 20.31 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.694 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS LAND USE GROUP (ACRES) Coefficient CN COMMERCIAL B 0.32 0.8748 56 SUBAREA AREA(ACRES) = 0.32 SUBAREA RUNOFF(CFS) = 0.75 TOTAL AREA(ACRES) = 0.7 PEAK FLOW RATE(CFS) = 1.85 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 8.88 Date: 07/13/2016 File name: SR00RMIN.RES Page 65 FLOW VELOCITY(FEET/SEC.) = 1.89 DEPTH*VELOCITY(FT*FT/SEC.) = 0.64 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1703.00 = 1881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1703.00 TO NODE 1703.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.31 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 0.68 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.85 **************************************************************************** FLOW PROCESS FROM NODE 1702.00 TO NODE 1703.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 7.00 ELEVATION DIFFERENCE(FEET) = 4.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.141 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.14 0.8818 56 8.49 SUBAREA RUNOFF(CFS) = 0.51 TOTAL AREA(ACRES) = 0.14 TOTAL RUNOFF(CFS) = 0.51 **************************************************************************** FLOW PROCESS FROM NODE 1703.00 TO NODE 1703.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.49 RAINFALL INTENSITY(INCH/HR) = 4.14 TOTAL STREAM AREA(ACRES) = 0.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.51 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.85 20.31 2.694 0.68 2 0.51 8.49 4.141 0.14 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** Date: 07/13/2016 File name: SR00RMIN.RES Page 66 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.28 8.49 4.141 2 2.18 20.31 2.694 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.18 Tc(MIN.) = 20.31 TOTAL AREA(ACRES) = 0.8 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1703.00 = 1881.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1703.00 TO NODE 1706.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 7.00 DOWNSTREAM(FEET) = 6.75 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.9 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 4.32 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.18 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 20.43 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1706.00 = 1911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 20.43 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 0.82 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.18 **************************************************************************** FLOW PROCESS FROM NODE 1704.00 TO NODE 1706.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 6.75 ELEVATION DIFFERENCE(FEET) = 4.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.166 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) Date: 07/13/2016 File name: SR00RMIN.RES Page 67 COMMERCIAL B 0.16 0.8819 56 8.39 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.39 RAINFALL INTENSITY(INCH/HR) = 4.17 TOTAL STREAM AREA(ACRES) = 0.16 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.59 **************************************************************************** FLOW PROCESS FROM NODE 1705.00 TO NODE 1706.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 223.00 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 6.75 ELEVATION DIFFERENCE(FEET) = 2.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.778 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B 0.09 0.8838 56 6.35 SUBAREA RUNOFF(CFS) = 0.38 TOTAL AREA(ACRES) = 0.09 TOTAL RUNOFF(CFS) = 0.38 **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1706.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<< >>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 3 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.35 RAINFALL INTENSITY(INCH/HR) = 4.78 TOTAL STREAM AREA(ACRES) = 0.09 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.38 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.18 20.43 2.687 0.82 2 0.59 8.39 4.166 0.16 3 0.38 6.35 4.778 0.09 *********************************WARNING********************************** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D-1 AS DEFAULT VALUE. THIS FORMULA Date: 07/13/2016 File name: SR00RMIN.RES Page 68 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 1.50 6.35 4.778 2 1.82 8.39 4.166 3 2.78 20.43 2.687 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.78 Tc(MIN.) = 20.43 TOTAL AREA(ACRES) = 1.1 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1706.00 = 1911.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1706.00 TO NODE 1707.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 6.75 DOWNSTREAM(FEET) = 6.00 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.7 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 3.82 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.78 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 21.08 LONGEST FLOWPATH FROM NODE 1700.00 TO NODE 1707.00 = 2061.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1800.00 TO NODE 1801.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< ============================================================================ ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 141.00 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 4.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.998 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.27 0.8220 56 5.80 SUBAREA RUNOFF(CFS) = 5.22 TOTAL AREA(ACRES) = 1.27 TOTAL RUNOFF(CFS) = 5.22 ============================================================================ END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.3 TC(MIN.) = 5.80 PEAK FLOW RATE(CFS) = 5.22 ============================================================================ Date: 07/13/2016 File name: SR00RMIN.RES Page 69 ============================================================================ END OF RATIONAL METHOD ANALYSIS Date: 07/13/2016 File name: SR00RMIN.RES Page 70 SilverRock Resort City of La Quinta June 2017 Michael Baker International Appendix B Stage Storage Volume Calculations Project: Basin Description: 24 7,144 N/A N/A 0 0.0025 21,849 1 13829 13829 0.3225 5,700 0 0 13829 0.3225 2,283 0 0 13829 0.3226 35,581 1 15625 29454 0.6826 16,497 0 0 29454 0.6827 46,432 1 30202 59656 1.3727 24,851 0 0 59656 1.3728 76,514 1 48324 107980 2.4828 33,409 0 0 107980 2.4829 101,711 1 64471 172450 3.9629 40,705 0 0 172450 3.9630 178,171 1 101346 273796 6.296.2 ac‐ft 100‐yr/24‐hr31 209,149 1 193453 467249 10.739.6 ac‐ft 500‐yr/24‐hr32 232,876 1 220906 688155 15.8033 265,129 1 248828 936983 21.51Cumulative Volume (cu. ft)Cumulative Volume (ac‐ft)Exist. Natural depression in golf course serving DA‐ASilverRock ResortElevationArea (sqft)Depth (ft)Incremental Volume (cu. ft)BA‐A Project: Basin Description: 25 370 N/A N/A 0 0.0026 3169 1 1541 1541 0.0427 7757 1 5294 6835 0.1628 14291 1 10859 17694 0.4129 20484 1 17295 34989 0.8030 28017 1 24152 59142 1.3627 1,606 N/A N/A 0 0.0028 7,012 1 3991 3991 0.0929 10,310 1 8608 12599 0.2930 13,851 1 12037 24636 0.5731 18,567 1 16152 40788 0.9422 194,193 N/A N/A 0 023 212,756 1 203404 203404 4.6724 282,812 1 246955 450359 10.3425 399,009 1 339248 789607 18.1316.7 ac‐ft 100‐yr/24‐hr26 488,233 1 442871 1232478 28.2926.5 ac‐ft 500‐yr/24‐hr27 597,961 1 542171 1774649 40.7428 687,162 1 642045 2416694 55.48BA‐1 and BA‐2 are exist. Natural depressions in golf course; BA‐3 is exist lakeSilverRock ResortArea(sq. ft)Depth (ft)ElevationIncremental Volume (cu. ft)Cumulative Volume (cu. ft)BA‐B1Cumulative Volume (ac‐ft)BA‐B2Cumulative Volume (ac‐ft)Cumulative Volume (ac‐ft)BA‐B3ElevationArea (sqft)Depth (ft)Incremental Volume (cu. ft)Cumulative Volume (cu. ft)ElevationArea (sqft) Depth (ft)Incremental Volume (cu. ft)Cumulative Volume (cu. ft) Project: Basin Description: 30 23,287 N/A N/A 0 0.0031 25,653 1 24461 24461 0.5632 28,775 1 27199 51660 1.1933 33,602 1 31157 82817 1.9023 4,357 N/A N/A 0 0.0023 3,414 0 0 0 0.0023 32,816 0 0 0 0.0023 607 0 0 0 0.0023 1,910 0 0 0 0.0023 1,262 0 0 0 0.0024 13,170 1 6170 6170 0.1424 59,797 0 0 6170 0.1424 2,508 0 0 6170 0.1424 784 0 0 6170 0.1425 105,010 1 38290 44460 1.02Floods green at this elevation26 130,047 1 117305 164724 3.781.5 ac‐ft 100‐yr/24‐hr27 159,223 1 144389 309113 7.103.7 ac‐ft 500‐yr/24‐hrCumulative Volume (ac‐ft)DA‐C2ElevationArea (sqft)Depth (ft)Incremental Volume (cu. ft)Cumulative Volume (cu. ft)SilverRock ResortExist. LakesElevationArea (sqft)Depth (ft)Incremental Volume (cu. ft)Cumulative Volume (cu. ft)Cumulative Volume (ac‐ft)DA‐C1 Project: Basin Description: 11 85,659 N/A N/A 0 012 91,726 1 88676 88676 2.0413 98,975 1 95328 184004 4.2214 109,323 1 104106 288110 6.6115 148,960 1 128632 416742 9.5716 179,537 1 164011 580753 13.3317 207,769 1 193482 774235 17.7718 259,445 1 233129 1007364 23.1318.4 ac‐ft 100‐yr/24‐hr19 288,475 1 273832 1281196 29.4128.2 ac‐ft 500‐yr/24‐hr20 315,900 1 302084 1583280 36.3521 335,636 1 325718 1908998 43.822223Green floods at this elevationLowest pad elevation per proposed grading plan 5/2016SilverRock ResortExisting lake; Pump to lake in DA‐J?ElevationArea (sqft)Depth (ft)Incremental Volume (cu. ft)Cumulative Volume (cu. ft)Cumulative Volume (ac‐ft)BA‐D Project: Basin Description: 12 2,180 N/A N/A 0 0.0013 6,926 1 4331 4331 0.1014 14,911 1 10666 14997 0.3414 298 0 0 14997 0.3414 307 0 0 14997 0.3414 1,036 0 0 14997 0.3415 23,429 1 9797 24794 0.5715 1,427 0 0 24794 0.5715 3,028 0 0 24794 0.5715 1,859 0 0 24794 0.5716 42,107 1 17604 42398 0.9716 5,143 0 0 42398 0.9717 58,042 1 26821 69219 1.591.4 ac‐ft 100‐yr/24‐hr17 9,492 0 0 69219 1.5918 76,453 1 37628 106848 2.4518 1,480 0 0 106848 2.4518 14,775 0 0 106848 2.4518 1,425 0 0 106848 2.4518 1,571 0 0 106848 2.4519 100,709 1 38287 145134 3.3319 5,431 0 0 145134 3.3319 20,528 0 0 145134 3.3320 160,269 1 79385 224520 5.153.5 ac‐ft 500‐yr/24‐hrSilverRock ResortExist. Natural depression in golf courseContourArea (sqft)Depth (ft)Incremental Volume (cu. ft)Cumulative Volume (cu. ft)Cumulative Volume (ac‐ft)BA‐E Project: Basin Description: 13 2,938 N/A N/A 0 0.0013 2,120 0 0 0 0.0014 1,338 1 1714 1714 0.0415 28,100 1 11856 13570 0.3116 41,103 1 34396 47966 1.1017 53,470 1 47151 95117 2.1818 66,679 1 59953 155071 3.562.6 ac‐ft 100‐yr/24‐hr19 84,648 1 75485 230556 5.294.5 ac‐ft 500‐yr/24‐hr20 100,545 1 92482 323038 7.42SilverRock ResortExist. Natural depression in the golf courseContourArea (sqft)Depth (ft)Incremental Volume (cu. ft)Cumulative Volume (cu. ft)Cumulative Volume (ac‐ft)BA‐G Project: Basin Description: 9 10,674 N/A N/A 0 0.0010 21,605 1 15822 15822 0.3611 30,932 1 26129 41951 0.9612 38,173 1 34489 76440 1.7513 45,454 1 41760 118200 2.7114 53,031 1 49194 167394 3.8415 60,452 1 56701 224096 5.1416 68,310 1 64341 288437 6.6217 77,297 1 72758 361194 8.297.7 ac‐ft 100‐yr/24‐hr18 86,638 1 81923 443118 10.1719 96,090 1 91323 534441 12.2711.4 ac‐ft 500‐yr/24‐hrSilverRock ResortExist. Natural Depression in the golf courseContourArea (sqft)Depth (ft)Incremental Volume (cu. ft)Cumulative Volume (cu. ft)Cumulative Volume (ac‐ft)BA‐H SilverRock Resort City of La Quinta June 2017 Michael Baker International Appendix C WSPG Calculations FILE: SR-LINEA100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 6:27:26 SILVERROCK WAY SD LINE A - PROPOSED CONDITION 100 YR JMITAL JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 15.000 5.000 20.000 5.57 .35 .00 20.00 .00 .66 .00 4.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .0426 .0000 .00 5.00 .00 .013 .00 .00 P IPE | | | | | | | | | | | | | 1001.880 15.080 4.920 20.000 5.57 .35 .00 20.00 .00 .66 .00 4.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL EXIT | | | | | | | | | | | | | 1001.880 15.080 4.921 20.001 5.57 3.15 .15 20.15 .00 .91 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 56.150 .0429 .0028 .16 4.92 .00 .52 .013 .00 .00 PIPE | | | | | | | | | | | | | 1058.030 17.490 2.669 20.159 5.57 3.15 .15 20.31 .00 .91 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0433 .0024 .01 2.67 .00 .015 .00 .00 PIPE | | | | | | | | | | | | | 1061.030 17.620 2.769 20.389 2.93 1.66 .04 20.43 .00 .65 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.610 .0000 .0008 .00 2.77 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1066.640 17.620 2.775 20.395 2.93 1.66 .04 20.44 .00 .65 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 25.640 .0242 .0008 .02 2.77 .00 .43 .013 .00 .00 PIPE | | | | | | | | | | | | | 1092.280 18.240 2.175 20.415 2.93 1.66 .04 20.46 .00 .65 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: SR-LINEB100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 6:55:31 SILVERROCK WAY SD LINE B - PROPOSED CONDITION 100YR MCHANDOO JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1004.130 14.100 3.900 18.000 29.43 4.16 .27 18.27 .00 1.76 .00 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 40.509 .0242 .0019 .08 3.90 .00 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1044.639 15.079 3.000 18.079 29.43 4.16 .27 18.35 .00 1.76 .00 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 11.191 .0242 .0018 .02 3.00 .00 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1055.830 15.349 2.722 18.071 29.43 4.37 .30 18.37 .00 1.76 1.74 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.888 .0242 .0018 .01 2.72 .39 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1061.718 15.492 2.560 18.052 29.43 4.58 .33 18.38 .00 1.76 2.12 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.526 .0242 .0019 .01 2.56 .46 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1066.244 15.601 2.427 18.028 29.43 4.80 .36 18.39 .00 1.76 2.36 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.661 .0242 .0021 .01 2.43 .53 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1069.905 15.689 2.311 18.000 29.43 5.04 .39 18.39 .00 1.76 2.52 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.009 .0242 .0023 .01 2.31 .58 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1072.913 15.762 2.205 17.968 29.43 5.28 .43 18.40 .00 1.76 2.65 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.078 .0242 .0026 .01 2.21 .64 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1074.991 15.812 2.109 17.922 29.43 5.54 .48 18.40 .00 1.76 2.74 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 1074.991 15.812 1.451 17.263 29.43 8.69 1.17 18.44 .00 1.76 3.00 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .783 .0242 .0087 .01 1.45 1.44 1.09 .013 .00 .00 PIPE FILE: SR-LINEB100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 6:55:31 SILVERROCK WAY SD LINE B - PROPOSED CONDITION 100YR MCHANDOO JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1075.775 15.831 1.451 17.282 29.43 8.69 1.17 18.45 .00 1.76 3.00 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.228 .0242 .0082 .03 1.45 1.44 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1079.002 15.909 1.506 17.415 29.43 8.29 1.07 18.48 .00 1.76 3.00 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.309 .0242 .0072 .02 1.51 1.34 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1081.312 15.965 1.564 17.529 29.43 7.90 .97 18.50 .00 1.76 3.00 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.534 .0242 .0064 .01 1.56 1.25 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1082.846 16.002 1.624 17.627 29.43 7.53 .88 18.51 .00 1.76 2.99 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .873 .0242 .0056 .00 1.62 1.16 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1083.720 16.023 1.688 17.712 29.43 7.18 .80 18.51 .00 1.76 2.98 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .280 .0242 .0050 .00 1.69 1.08 1.09 .013 .00 .00 PIPE | | | | | | | | | | | | | 1084.000 16.030 1.757 17.787 29.43 6.84 .73 18.51 .00 1.76 2.96 3.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0000 .0059 .00 1.76 1.00 .015 .00 .00 P IPE | | | | | | | | | | | | | 1084.000 16.150 1.966 18.116 25.47 6.15 .59 18.70 .00 1.72 2.05 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.278 .0090 .0043 .01 1.97 .76 1.48 .013 .00 .00 PIPE | | | | | | | | | | | | | 1087.278 16.179 1.921 18.100 25.47 6.29 .61 18.72 .00 1.72 2.11 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 1087.278 16.179 1.523 17.702 25.47 8.14 1.03 18.73 .00 1.72 2.44 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.021 .0090 .0077 .15 1.52 1.27 1.48 .013 .00 .00 PIPE FILE: SR-LINEB100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 6:55:31 SILVERROCK WAY SD LINE B - PROPOSED CONDITION 100YR MCHANDOO JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1107.299 16.359 1.581 17.940 25.47 7.79 .94 18.88 .00 1.72 2.41 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 9.061 .0090 .0069 .06 1.58 1.18 1.48 .013 .00 .00 PIPE | | | | | | | | | | | | | 1116.360 16.440 1.648 18.088 25.47 7.42 .86 18.94 .00 1.72 2.37 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.240 .0090 .0061 .01 1.65 1.09 1.48 .013 .00 .00 PIPE | | | | | | | | | | | | | 1118.600 16.460 1.720 18.180 25.47 7.07 .78 18.96 .00 1.72 FILE: SR-LINEC100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 6:50:21 SILVERROCK WAY SD LINE C - PROPOSED CONDITION 100YR MCHANDOO JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1003.380 12.240 1.285 13.525 42.78 16.83 4.40 17.92 .00 2.19 2.50 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.129 .0755 .0391 .08 1.29 2.94 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1005.509 12.401 1.295 13.696 42.78 16.66 4.31 18.01 .00 2.19 2.50 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.718 .0755 .0363 .32 1.30 2.90 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1014.227 13.059 1.346 14.404 42.78 15.89 3.92 18.32 .00 2.19 2.49 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.980 .0755 .0320 .22 1.35 2.69 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1021.207 13.586 1.398 14.984 42.78 15.15 3.56 18.55 .00 2.19 2.48 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.679 .0755 .0283 .16 1.40 2.50 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1026.886 14.015 1.454 15.469 42.78 14.44 3.24 18.71 .00 2.19 2.47 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.664 .0755 .0250 .12 1.45 2.32 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1031.550 14.367 1.513 15.880 42.78 13.77 2.94 18.82 .00 2.19 2.44 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.846 .0755 .0221 .09 1.51 2.15 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1035.397 14.657 1.575 16.232 42.78 13.13 2.68 18.91 .00 2.19 2.41 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.167 .0755 .0196 .06 1.58 1.99 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1038.563 14.896 1.642 16.538 42.78 12.52 2.43 18.97 .00 2.19 2.37 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.585 .0755 .0174 .05 1.64 1.84 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1041.149 15.091 1.713 16.804 42.78 11.94 2.21 19.02 .00 2.19 2.32 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.080 .0755 .0155 .03 1.71 1.69 1.07 .013 .00 .00 PIPE FILE: SR-LINEC100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 6:50:21 SILVERROCK WAY SD LINE C - PROPOSED CONDITION 100YR MCHANDOO JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1043.228 15.248 1.789 17.038 42.78 11.38 2.01 19.05 .00 2.19 2.26 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.622 .0755 .0139 .02 1.79 1.55 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1044.850 15.371 1.872 17.243 42.78 10.85 1.83 19.07 .00 2.19 2.17 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.191 .0755 .0125 .01 1.87 1.42 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1046.042 15.461 1.963 17.424 42.78 10.35 1.66 19.09 .00 2.19 2.05 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .763 .0755 .0113 .01 1.96 1.28 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1046.804 15.518 2.065 17.584 42.78 9.86 1.51 19.09 .00 2.19 1.90 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .286 .0755 .0103 .00 2.07 1.15 1.07 .013 .00 .00 PIPE | | | | | | | | | | | | | 1047.090 15.540 2.185 17.725 42.78 9.40 1.37 19.10 .00 2.19 1.66 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0000 .0133 .04 2.19 1.00 .015 .00 .00 P IPE | | | | | | | | | | | | | 1050.090 15.540 2.593 18.133 41.22 8.40 1.09 19.23 .00 2.15 .00 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.000 .0100 .0101 .31 2.59 .00 2.06 .013 .00 .00 PIPE | | | | | | | | | | | | | 1081.090 15.850 2.596 18.446 41.22 8.40 1.09 19.54 .00 2.15 .00 2.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: SR-LINED100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 6:38: 0 SILVERROCK WAY SD LINE D - PROPOSED CONDITION 100YR MCHANDOO JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1002.630 9.260 .937 10.197 27.96 19.36 5.82 16.02 .00 1.83 2.00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.131 .1000 .0746 .61 .94 4.01 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1010.760 10.073 .951 11.024 27.96 18.99 5.60 16.62 .00 1.83 2.00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.943 .1000 .0683 1.02 .95 3.90 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1025.703 11.567 .987 12.554 27.96 18.11 5.09 17.65 .00 1.83 2.00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.674 .1000 .0602 .64 .99 3.63 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1036.377 12.634 1.024 13.659 27.96 17.27 4.63 18.29 .00 1.83 2.00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.115 .1000 .0530 .43 1.02 3.38 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1044.492 13.446 1.064 14.509 27.96 16.46 4.21 18.72 .00 1.83 2.00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.403 .1000 .0467 .30 1.06 3.14 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1050.895 14.086 1.105 15.191 27.96 15.70 3.83 19.02 .00 1.83 1.99 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.174 .1000 .0413 .21 1.11 2.92 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1056.069 14.603 1.149 15.753 27.96 14.97 3.48 19.23 .00 1.83 1.98 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.248 .1000 .0365 .15 1.15 2.71 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1060.318 15.028 1.196 16.224 27.96 14.27 3.16 19.39 .00 1.83 1.96 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.521 .1000 .0323 .11 1.20 2.52 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1063.838 15.380 1.245 16.625 27.96 13.60 2.87 19.50 .00 1.83 1.94 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.930 .1000 .0286 .08 1.24 2.33 .87 .013 .00 .00 PIPE FILE: SR-LINED100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 6:38: 0 SILVERROCK WAY SD LINE D - PROPOSED CONDITION 100YR MCHANDOO JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1066.768 15.673 1.297 16.970 27.96 12.97 2.61 19.58 .00 1.83 1.91 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.439 .1000 .0254 .06 1.30 2.15 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1069.208 15.917 1.352 17.269 27.96 12.37 2.38 19.64 .00 1.83 1.87 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.019 .1000 .0226 .05 1.35 1.98 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1071.227 16.119 1.412 17.531 27.96 11.79 2.16 19.69 .00 1.83 1.82 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.650 .1000 .0202 .03 1.41 1.82 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1072.877 16.284 1.477 17.760 27.96 11.24 1.96 19.72 .00 1.83 1.76 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.316 .1000 .0181 .02 1.48 1.67 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1074.193 16.415 1.547 17.963 27.96 10.72 1.78 19.75 .00 1.83 1.67 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .998 .1000 .0163 .02 1.55 1.51 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1075.191 16.515 1.626 18.141 27.96 10.22 1.62 19.76 .00 1.83 1.56 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .674 .1000 .0148 .01 1.63 1.36 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1075.865 16.583 1.716 18.299 27.96 9.75 1.47 19.77 .00 1.83 1.40 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .275 .1000 .0137 .00 1.72 1.20 .87 .013 .00 .00 P IPE | | | | | | | | | | | | | 1076.140 16.610 1.828 18.438 27.96 9.29 1.34 19.78 .00 1.83 1.12 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0433 .0180 .05 1.83 1.00 .015 .00 .00 PIPE | | | | | | | | | | | | | 1079.140 16.740 2.113 18.853 26.52 8.44 1.11 19.96 .00 1.80 .00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.000 .0100 .0137 .43 2.11 .00 2.00 .013 .00 .00 PIPE FILE: SR-LINED100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 3 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 6:38: 0 SILVERROCK WAY SD LINE D - PROPOSED CONDITION 100YR MCHANDOO JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1110.140 17.050 2.229 19.279 26.52 8.44 1.11 20.39 .00 1.80 .00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: SR-LINEE100.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7167 WATER SURFACE PROFILE LISTING Date: 8-16-2017 Time: 4: 7:21 SILVERROCK WAY SD LINE E - PROPOSED CONDITION 100YR JCONDON AUGUST 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1001.880 13.060 3.940 17.000 15.33 4.88 .37 17.37 .00 1.41 .00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 72.255 .0300 .0046 .33 3.94 .00 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1074.135 15.227 2.105 17.331 15.33 4.88 .37 17.70 .00 1.41 .00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 1074.135 15.227 .915 16.142 15.33 10.94 1.86 18.00 .00 1.41 1.99 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 10.457 .0300 .0249 .26 .92 2.30 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1084.592 15.540 .915 16.455 15.33 10.94 1.86 18.31 .00 1.41 1.99 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 20.523 .0300 .0234 .48 .92 2.30 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1105.115 16.155 .950 17.105 15.33 10.43 1.69 18.79 .00 1.41 2.00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 12.547 .0300 .0206 .26 .95 2.14 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1117.662 16.532 .986 17.517 15.33 9.94 1.53 19.05 .00 1.41 2.00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 8.603 .0300 .0181 .16 .99 2.00 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1126.265 16.790 1.023 17.813 15.33 9.48 1.40 19.21 .00 1.41 2.00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.242 .0300 .0160 .10 1.02 1.86 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1132.507 16.977 1.063 18.039 15.33 9.04 1.27 19.31 .00 1.41 2.00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.647 .0300 .0141 .07 1.06 1.73 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1137.154 17.116 1.104 18.220 15.33 8.62 1.15 19.37 .00 1.41 1.99 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.480 .0300 .0124 .04 1.10 1.61 .87 .013 .00 .00 PIPE FILE: SR-LINEE100.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 2 Program Package Serial Number: 7167 WATER SURFACE PROFILE LISTING Date: 8-16-2017 Time: 4: 7:21 SILVERROCK WAY SD LINE E - PROPOSED CONDITION 100YR JCONDON AUGUST 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1140.634 17.220 1.148 18.368 15.33 8.22 1.05 19.42 .00 1.41 1.98 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 2.586 .0300 .0110 .03 1.15 1.49 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1143.220 17.298 1.194 18.492 15.33 7.83 .95 19.45 .00 1.41 1.96 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.863 .0300 .0097 .02 1.19 1.38 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1145.083 17.354 1.243 18.597 15.33 7.47 .87 19.46 .00 1.41 1.94 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.248 .0300 .0086 .01 1.24 1.28 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1146.332 17.391 1.295 18.686 15.33 7.12 .79 19.47 .00 1.41 1.91 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .721 .0300 .0077 .01 1.30 1.18 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1147.053 17.413 1.351 18.764 15.33 6.79 .72 19.48 .00 1.41 1.87 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- .237 .0300 .0068 .00 1.35 1.09 .87 .013 .00 .00 PIPE | | | | | | | | | | | | | 1147.290 17.420 1.411 18.831 15.33 6.47 .65 19.48 .00 1.41 1.82 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0433 .0071 .02 1.41 1.00 .015 .00 .00 P IPE | | | | | | | | | | | | | 1150.290 17.550 1.592 19.142 14.24 5.31 .44 19.58 .00 1.36 1.61 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 3.576 .0100 .0044 .02 1.59 .73 1.15 .013 .00 .00 PIPE | | | | | | | | | | | | | 1153.866 17.586 1.517 19.103 14.24 5.57 .48 19.58 .00 1.36 1.71 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- HYDRAULIC JUMP | | | | | | | | | | | | | 1153.866 17.586 1.185 18.771 14.24 7.34 .84 19.61 .00 1.36 1.97 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 6.374 .0100 .0089 .06 1.19 1.30 1.15 .013 .00 .00 PIPE FILE: SR-LINEE100.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 3 Program Package Serial Number: 7167 WATER SURFACE PROFILE LISTING Date: 8-16-2017 Time: 4: 7:21 SILVERROCK WAY SD LINE E - PROPOSED CONDITION 100YR JCONDON AUGUST 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1160.240 17.649 1.201 18.850 14.24 7.23 .81 19.66 .00 1.36 1.96 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 14.139 .0100 .0083 .12 1.20 1.27 1.15 .013 .00 .00 PIPE | | | | | | | | | | | | | 1174.379 17.791 1.250 19.041 14.24 6.90 .74 19.78 .00 1.36 1.94 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 5.505 .0100 .0073 .04 1.25 1.18 1.15 .013 .00 .00 PIPE | | | | | | | | | | | | | 1179.884 17.846 1.302 19.148 14.24 6.57 .67 19.82 .00 1.36 1.91 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 1.406 .0100 .0065 .01 1.30 1.09 1.15 .013 .00 .00 PIPE | | | | | | | | | | | | | 1181.290 17.860 1.359 19.219 14.24 6.26 .61 19.83 .00 1.36 1.87 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: SR-LINEF100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 7:32:34 SILVERROCK WAY SD LINE F - PROPOSED CONDITION 100YR MCHANDOO JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 1.000 7.000 8.000 43.90 6.21 .60 8.60 .00 2.16 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 4.140 .0048 .0043 .02 7.00 .00 2.33 .013 .00 .00 PIPE | | | | | | | | | | | | | 1004.140 1.020 6.998 8.018 43.90 6.21 .60 8.62 .00 2.16 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 102.040 .0050 .0043 .44 .00 .00 2.29 .013 .00 .00 PIP E | | | | | | | | | | | | | 1106.180 1.530 7.041 8.571 43.90 6.21 .60 9.17 .00 2.16 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 71.630 .0050 .0043 .31 .00 .00 2.29 .013 .00 .00 PIPE | | | | | | | | | | | | | 1177.810 1.890 7.021 8.911 43.90 6.21 .60 9.51 .00 2.16 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0000 .0043 .02 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1181.870 1.890 7.060 8.950 43.51 6.16 .59 9.54 .00 2.15 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 166.650 .0052 .0043 .71 .00 .00 2.24 .013 .00 .00 PIPE | | | | | | | | | | | | | 1348.520 2.750 6.962 9.712 43.51 6.16 .59 10.30 .00 2.15 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 49.150 .0049 .0043 .21 .00 .00 2.30 .013 .00 .00 PIPE | | | | | | | | | | | | | 1397.670 2.990 6.950 9.940 43.51 6.16 .59 10.53 .00 2.15 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0064 .0043 .02 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1402.330 3.020 6.939 9.959 43.51 6.16 .59 10.55 .00 2.15 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 65.720 .0050 .0043 .28 .00 .00 2.27 .013 .00 .00 PIPE | | | | | | | | | | | | | 1468.050 3.350 6.910 10.260 43.51 6.16 .59 10.85 .00 2.15 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0025 .0028 .01 .00 .00 .013 .00 .00 P IPE FILE: SR-LINEF100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 2 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 7:32:34 SILVERROCK WAY SD LINE F - PROPOSED CONDITION 100YR MCHANDOO JUNE 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1472.050 3.360 7.309 10.669 24.78 3.51 .19 10.86 .00 1.61 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 625.620 .0050 .0014 .86 .00 .00 1.54 .013 .00 .00 PIPE | | | | | | | | | | | | | 2097.670 6.500 5.036 11.536 24.78 3.51 .19 11.73 .00 1.61 .00 3.000 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .3283 .0023 .01 .00 .00 .013 .00 .00 P IPE | | | | | | | | | | | | | 2102.330 8.030 3.526 11.556 6.05 3.42 .18 11.74 .00 .95 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 288.840 .0050 .0033 .96 .00 .00 1.03 .013 .00 .00 PIP E | | | | | | | | | | | | | 2391.170 9.470 3.055 12.525 6.05 3.42 .18 12.71 .00 .95 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 75.950 .0050 .0033 .25 .00 .00 1.03 .013 .00 .00 PIPE | | | | | | | | | | | | | 2467.120 9.850 2.956 12.806 6.05 3.42 .18 12.99 .00 .95 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 27.880 .0050 .0038 .11 2.96 .00 1.09 .014 .00 .00 PIPE | | | | | | | | | | | | | 2495.000 9.990 2.923 12.913 6.05 3.42 .18 13.10 .00 .95 .00 1.500 .000 .00 1 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: SR-LINEF1100.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7167 WATER SURFACE PROFILE LISTING Date: 8-16-2017 Time: 4:19:19 SILVERROCK WAY SD LAT F-1 - PROPOSED CONDITION 100 YR JCONDON AUGUST 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1002.150 1.640 7.310 8.950 .37 .21 .00 8.95 .00 .22 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- | | | | | | | | | | | | | 1002.150 1.640 7.310 8.950 .37 .21 .00 8.95 .00 .22 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 19.900 .0000 .0000 .01 7.31 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1022.050 1.840 7.310 9.150 .37 .21 .00 9.15 .00 .22 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: SR-LINEF2100.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7167 WATER SURFACE PROFILE LISTING Date: 8-16-2017 Time: 4:21:22 SILVERROCK WAY SD LAT F-2 - PROPOSED CONDITION 100 YR JCONDON AUGUST 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1002.120 3.120 6.839 9.959 19.50 11.03 1.89 11.85 .00 1.46 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- | | | | | | | | | | | | | 1002.120 3.120 6.839 9.959 19.50 11.03 1.89 11.85 .00 1.46 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 27.880 .0000 .0172 17.27 6.84 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1030.000 3.400 6.839 10.239 19.50 11.03 1.89 12.13 .00 1.46 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: SR-LINEF3100.WSW W S P G W - CIVILDESIGN Version 14.06 PAGE 1 Program Package Serial Number: 1373 WATER SURFACE PROFILE LISTING Date: 6- 7-2017 Time: 7:42:45 SILVERROCK WAY SD LAT F-3 - PROPOSED CONDITION 100 YR JMITAL JAN 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1001.190 7.580 3.976 11.556 17.97 10.17 1.61 13.16 .00 1.45 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- | | | | | | | | | | | | | 1001.190 7.580 3.976 11.556 17.97 10.17 1.61 13.16 .00 1.45 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.810 .0000 .0146 14.65 3.98 .00 .00 .013 .00 .00 PIPE | | | | | | | | | | | | | 1030.000 7.870 3.976 11.846 17.97 10.17 1.61 13.45 .00 1.45 .00 1.500 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- FILE: SR-LINEH100.WSW W S P G W - CIVILDESIGN Version 14.08 PAGE 1 Program Package Serial Number: 7167 WATER SURFACE PROFILE LISTING Date: 8-16-2017 Time: 4:15: 1 SILVERROCK WAY SD LINE H - PROPOSED CONDITION 100 YR JCONDON AUGUST 2017 ************************************************************************************************************************** ******** | Invert | Depth | Water | Q | Vel Vel | Energy | Super |Critical|Flow Top|Height/|Base Wt| |No Wth Station | Elev | (FT) | Elev | (CFS) | (FPS) Head | Grd.El.| Elev | Depth | Width |Dia.-FT|or I.D.| ZL |Prs/Pip -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -| L/Elem |Ch Slope | | | | SF Ave| HF |SE Dpth|Froude N|Norm Dp | "N" | X-Fall| ZR |Type Ch *********|*********|********|*********|*********|*******|*******|*********|*******|********|********|*******|*******|***** |******* | | | | | | | | | | | | | 1000.000 .000 5.001 5.001 19.38 .86 .01 5.01 .00 .83 4.50 4.500 4.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- TRANS STR .7795 .0003 .00 5.00 .07 .013 .00 .00 R ECTANG | | | | | | | | | | | | | 1002.630 2.050 2.902 4.952 19.38 2.67 .11 5.06 .00 1.23 2.50 4.500 2.500 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- WALL EXIT | | | | | | | | | | | | | 1002.630 2.050 2.902 4.952 19.38 6.17 .59 5.54 .00 1.58 .00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 28.120 .0178 .0073 .21 2.90 .00 1.17 .013 .00 .00 PIPE | | | | | | | | | | | | | 1030.750 2.550 2.650 5.200 19.38 6.17 .59 5.79 .00 1.58 .00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- JUNCT STR .0400 .0094 .03 2.65 .00 .015 .00 .00 PIPE | | | | | | | | | | | | | 1033.750 2.670 2.645 5.315 18.65 5.94 .55 5.86 .00 1.55 .00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- 31.000 .0181 .0068 .21 2.65 .00 1.13 .013 .00 .00 PIPE | | | | | | | | | | | | | 1064.750 3.230 2.296 5.526 18.65 5.94 .55 6.07 .00 1.55 .00 2.000 .000 .00 0 .0 -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- -|- |- SilverRock Resort City of La Quinta June 2017 Michael Baker International Appendix D FlowMaster Calculations Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.03000 ft/ft Discharge 2.62 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 0.33 0+00 0.29 0+01 0.19 0+01 0.08 0+02 0.00 0+02 0.08 0+16 0.35 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 0.33) (0+16, 0.35)0.015 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.23 ft Elevation Range 0.00 to 0.33 ft Flow Area 0.77 ft² Wetted Perimeter 8.85 ft Hydraulic Radius 0.09 ft Top Width 8.82 ft Catch Basin 1 10 year 10/3/2017 1:25:53 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 0.23 ft Critical Depth 0.28 ft Critical Slope 0.00677 ft/ft Velocity 3.39 ft/s Velocity Head 0.18 ft Specific Energy 0.41 ft Froude Number 2.02 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.23 ft Critical Depth 0.28 ft Channel Slope 0.03000 ft/ft Critical Slope 0.00677 ft/ft Catch Basin 1 10 year 10/3/2017 1:25:53 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.03000 ft/ft Discharge 5.60 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 0.33 0+00 0.29 0+01 0.19 0+01 0.08 0+02 0.00 0+02 0.08 0+16 0.35 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 0.33) (0+16, 0.35)0.015 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.29 ft Elevation Range 0.00 to 0.33 ft Flow Area 1.38 ft² Wetted Perimeter 11.94 ft Hydraulic Radius 0.12 ft Top Width 11.89 ft Catch Basin 1 100 year 10/3/2017 1:26:49 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 0.29 ft Critical Depth 0.36 ft Critical Slope 0.00609 ft/ft Velocity 4.07 ft/s Velocity Head 0.26 ft Specific Energy 0.54 ft Froude Number 2.11 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.29 ft Critical Depth 0.36 ft Channel Slope 0.03000 ft/ft Critical Slope 0.00609 ft/ft Catch Basin 1 100 year 10/3/2017 1:26:49 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.03000 ft/ft Discharge 1.24 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 0.33 0+00 0.29 0+01 0.19 0+01 0.08 0+02 0.00 0+02 0.08 0+16 0.35 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 0.33) (0+16, 0.35)0.015 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.18 ft Elevation Range 0.00 to 0.33 ft Flow Area 0.44 ft² Wetted Perimeter 6.54 ft Hydraulic Radius 0.07 ft Top Width 6.51 ft Catch Basin 2 10 year 10/3/2017 1:27:41 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 0.18 ft Critical Depth 0.22 ft Critical Slope 0.00747 ft/ft Velocity 2.82 ft/s Velocity Head 0.12 ft Specific Energy 0.31 ft Froude Number 1.92 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.18 ft Critical Depth 0.22 ft Channel Slope 0.03000 ft/ft Critical Slope 0.00747 ft/ft Catch Basin 2 10 year 10/3/2017 1:27:41 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.03000 ft/ft Discharge 2.64 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 0.33 0+00 0.29 0+01 0.19 0+01 0.08 0+02 0.00 0+02 0.08 0+16 0.35 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 0.33) (0+16, 0.35)0.015 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.23 ft Elevation Range 0.00 to 0.33 ft Flow Area 0.78 ft² Wetted Perimeter 8.88 ft Hydraulic Radius 0.09 ft Top Width 8.84 ft Catch Basin 2 100 year 10/3/2017 1:28:14 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 0.23 ft Critical Depth 0.29 ft Critical Slope 0.00677 ft/ft Velocity 3.39 ft/s Velocity Head 0.18 ft Specific Energy 0.41 ft Froude Number 2.02 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.23 ft Critical Depth 0.29 ft Channel Slope 0.03000 ft/ft Critical Slope 0.00677 ft/ft Catch Basin 2 100 year 10/3/2017 1:28:14 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00600 ft/ft Discharge 0.93 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 0.33 0+00 0.29 0+01 0.19 0+01 0.08 0+02 0.00 0+02 0.08 0+16 0.35 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 0.33) (0+16, 0.35)0.015 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.21 ft Elevation Range 0.00 to 0.33 ft Flow Area 0.65 ft² Wetted Perimeter 8.07 ft Hydraulic Radius 0.08 ft Top Width 8.03 ft Catch Basin 11 10 year 10/3/2017 1:28:48 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 0.21 ft Critical Depth 0.20 ft Critical Slope 0.00774 ft/ft Velocity 1.43 ft/s Velocity Head 0.03 ft Specific Energy 0.24 ft Froude Number 0.89 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.21 ft Critical Depth 0.20 ft Channel Slope 0.00600 ft/ft Critical Slope 0.00774 ft/ft Catch Basin 11 10 year 10/3/2017 1:28:48 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00600 ft/ft Discharge 2.25 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 0.33 0+00 0.29 0+01 0.19 0+01 0.08 0+02 0.00 0+02 0.08 0+16 0.35 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 0.33) (0+16, 0.35)0.015 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.28 ft Elevation Range 0.00 to 0.33 ft Flow Area 1.27 ft² Wetted Perimeter 11.45 ft Hydraulic Radius 0.11 ft Top Width 11.40 ft Catch Basin 11 100 year 10/3/2017 1:29:16 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 0.28 ft Critical Depth 0.27 ft Critical Slope 0.00691 ft/ft Velocity 1.77 ft/s Velocity Head 0.05 ft Specific Energy 0.33 ft Froude Number 0.94 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.28 ft Critical Depth 0.27 ft Channel Slope 0.00600 ft/ft Critical Slope 0.00691 ft/ft Catch Basin 11 100 year 10/3/2017 1:29:16 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00780 ft/ft Discharge 1.39 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 0.33 0+00 0.29 0+01 0.19 0+01 0.08 0+02 0.00 0+02 0.08 0+16 0.35 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 0.33) (0+16, 0.35)0.015 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.23 ft Elevation Range 0.00 to 0.33 ft Flow Area 0.80 ft² Wetted Perimeter 9.00 ft Hydraulic Radius 0.09 ft Top Width 8.96 ft Catch Basin 14&15 10 year 10/3/2017 1:29:50 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 0.23 ft Critical Depth 0.23 ft Critical Slope 0.00736 ft/ft Velocity 1.74 ft/s Velocity Head 0.05 ft Specific Energy 0.28 ft Froude Number 1.03 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.23 ft Critical Depth 0.23 ft Channel Slope 0.00780 ft/ft Critical Slope 0.00736 ft/ft Catch Basin 14&15 10 year 10/3/2017 1:29:50 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00780 ft/ft Discharge 4.24 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 0.33 0+00 0.29 0+01 0.19 0+01 0.08 0+02 0.00 0+02 0.08 0+16 0.35 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 0.33) (0+16, 0.35)0.015 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.32 ft Elevation Range 0.00 to 0.33 ft Flow Area 1.86 ft² Wetted Perimeter 14.08 ft Hydraulic Radius 0.13 ft Top Width 14.03 ft Catch Basin 14&15 100 year 10/3/2017 1:30:29 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 0.32 ft Critical Depth 0.33 ft Critical Slope 0.00638 ft/ft Velocity 2.28 ft/s Velocity Head 0.08 ft Specific Energy 0.40 ft Froude Number 1.10 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.32 ft Critical Depth 0.33 ft Channel Slope 0.00780 ft/ft Critical Slope 0.00638 ft/ft Catch Basin 14&15 100 year 10/3/2017 1:30:29 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.02040 ft/ft Discharge 2.22 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 0.33 0+00 0.29 0+01 0.19 0+01 0.08 0+02 0.00 0+02 0.08 0+16 0.35 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 0.33) (0+16, 0.35)0.015 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.23 ft Elevation Range 0.00 to 0.33 ft Flow Area 0.79 ft² Wetted Perimeter 8.96 ft Hydraulic Radius 0.09 ft Top Width 8.92 ft Catch Basin 20&21 10 year 10/3/2017 1:31:04 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 0.23 ft Critical Depth 0.27 ft Critical Slope 0.00692 ft/ft Velocity 2.81 ft/s Velocity Head 0.12 ft Specific Energy 0.35 ft Froude Number 1.66 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.23 ft Critical Depth 0.27 ft Channel Slope 0.02040 ft/ft Critical Slope 0.00692 ft/ft Catch Basin 20&21 10 year 10/3/2017 1:31:04 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.02040 ft/ft Discharge 5.26 ft³/s Section Definitions Station (ft)Elevation (ft) 0+00 0.33 0+00 0.29 0+01 0.19 0+01 0.08 0+02 0.00 0+02 0.08 0+16 0.35 Roughness Segment Definitions Start Station Ending Station Roughness Coefficient (0+00, 0.33) (0+16, 0.35)0.015 Options Current Roughness Weighted Method Pavlovskii's Method Open Channel Weighting Method Pavlovskii's Method Closed Channel Weighting Method Pavlovskii's Method Results Normal Depth 0.30 ft Elevation Range 0.00 to 0.33 ft Flow Area 1.52 ft² Wetted Perimeter 12.61 ft Hydraulic Radius 0.12 ft Top Width 12.56 ft Catch Basin 20&21 100 year 10/3/2017 1:31:39 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page Results Normal Depth 0.30 ft Critical Depth 0.36 ft Critical Slope 0.00617 ft/ft Velocity 3.46 ft/s Velocity Head 0.19 ft Specific Energy 0.48 ft Froude Number 1.75 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.30 ft Critical Depth 0.36 ft Channel Slope 0.02040 ft/ft Critical Slope 0.00617 ft/ft Catch Basin 20&21 100 year 10/3/2017 1:31:39 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page SilverRock Resort City of La Quinta June 2017 Michael Baker International Appendix E HELE Catch Basin Calculations CB-1 SILVERROCK WAY CB 1: Hydrology Node 300-303 & 302-303 - Flow-by Catch Basin 10yr design **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.62 GUTTER FLOWDEPTH(FEET) = 0.23 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.23 0.35 1.50 0.43 2.00 0.56 2.50 0.70 3.00 0.83 3.50 0.97 4.00 1.10 4.50 1.23 5.00 1.34 5.50 1.45 6.00 1.56 6.50 1.66 7.00 1.77 7.50 1.87 8.00 1.95 8.50 2.03 9.00 2.12 9.50 2.20 10.00 2.28 10.50 2.35 11.00 2.43 11.50 2.51 12.00 2.58 12.26 2.62 ============================================================================ SELECT 14 FT CB, 0 CFS flows by 100-YR Flow by **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.60 GUTTER FLOWDEPTH(FEET) = 0.29 BASIN LOCAL DEPRESSION(FEET) = 0.33 Page 1 CB-1 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 2.05 0.78 2.50 0.94 3.00 1.12 3.50 1.30 4.00 1.48 4.50 1.65 5.00 1.83 5.50 2.01 6.00 2.18 6.50 2.36 7.00 2.53 7.50 2.69 8.00 2.83 8.50 2.97 9.00 3.11 9.50 3.25 10.00 3.39 10.50 3.52 11.00 3.65 11.50 3.79 12.00 3.92 12.50 4.04 13.00 4.15 13.50 4.25 14.00 4.35 14.50 4.45 15.00 4.55 15.50 4.65 16.00 4.75 16.50 4.85 17.00 4.95 17.50 5.04 18.00 5.14 18.50 5.23 19.00 5.32 19.50 5.41 20.00 5.50 20.50 5.59 20.53 5.60 ============================================================================ SELECT 14 FT CB, 1.25 CFS flows by Page 2 CB-2 SILVERROCK WAY CB 2: Hydrology Node 305-306 - Flow-by Catch Basin 10yr design TOTAL 10-YR FLOW= 1.24 cfs **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.24 GUTTER FLOWDEPTH(FEET) = 0.18 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.74 0.16 1.00 0.21 1.50 0.31 2.00 0.41 2.50 0.51 3.00 0.61 3.50 0.69 4.00 0.78 4.50 0.86 5.00 0.93 5.50 0.99 6.00 1.06 6.50 1.12 7.00 1.19 7.44 1.24 ============================================================================ SELECT 7 FT CB, 0.05 CFS flow by **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.64 GUTTER FLOWDEPTH(FEET) = 0.23 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.24 0.35 1.50 0.43 2.00 0.56 2.50 0.70 3.00 0.83 Page 1 CB-2 3.50 0.97 4.00 1.10 4.50 1.23 5.00 1.34 5.50 1.45 6.00 1.56 6.50 1.67 7.00 1.77 7.50 1.87 8.00 1.95 8.50 2.04 9.00 2.12 9.50 2.20 10.00 2.28 10.50 2.36 11.00 2.44 11.50 2.51 12.00 2.59 12.36 2.64 ============================================================================ SELECT 7 FT CB, 0.87 CFS flows by Page 2 CB-3 SILVERROCK WAY CB 3: Hydrology Node 307 - SUMP Catch Basin 10yr design Areas draining to CB-3: M-3, M-4, & M-5 TOTAL 10-YR FLOW= 9.1 cfs **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 9.10 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 25.07 ============================================================================ TOTAL 100-YR FLOW= 19.88 cfs+ 1.25 cfs (flow by from CB-1) = 21.13 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 21.13 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 36.11 ============================================================================ SELECT TWO 21 FT CB's Page 1 CB-4 SILVERROCK WAY CB 4 Hydrology Node 307 - SUMP Catch Basin 10yr design Areas draining to CB-4 M-7 & M-8 TOTAL 10-YR FLOW= 0.7 cfs+ 0.05 cfs (flow by from CB-2) = 0.75 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.75 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.07 ============================================================================ TOTAL 100-YR FLOW= 1.53 cfs+ 0.87 cfs (flow by from CB-2) = 2.4 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.40 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.10 ============================================================================ SELECT 7 FT CB Page 1 CB-5 SILVERROCK WAY CB 5 Hydrology Node 404 - SUMP Catch Basin 10yr design Areas draining to CB-5: N-1, N-2, N-3, & N-4 TOTAL 10-YR FLOW= 19.69 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 19.69 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 54.25 ============================================================================ TOTAL 100-YR FLOW= 42.02 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 42.02 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 71.80 ============================================================================ SELECT TWO 28 FT CB'S + ONE 14 FT CB Page 1 CB-6 SILVERROCK WAY CB 6 Hydrology Node 404 - SUMP Catch Basin 10yr design Areas draining to CB-6: N-5 & N-6 TOTAL 10-YR FLOW= 0.74 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.74 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.04 ============================================================================ TOTAL 100-YR FLOW= 1.59 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.59 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.72 ============================================================================ SELECT 7 FT CB Page 1 CB-7 SILVERROCK WAY CB 7 Hydrology Node 505 - SUMP Catch Basin 10yr design Areas draining to CB-7: N-10, N-11, N-12 TOTAL 10-YR FLOW= 12.5 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 12.50 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 34.44 ============================================================================ TOTAL 100-YR FLOW= 26.68 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 26.68 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 45.59 ============================================================================ SELECT ONE 28' AND ONE 21' CB Page 1 CB-8 SILVERROCK WAY CB 8 Hydrology Node 505 - SUMP Catch Basin 10yr design Areas draining to CB-8: N-13, N-14 Total 10yr flow = 0.75 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.75 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.07 ============================================================================ Total 100yr flow = 1.61 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.61 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.75 ============================================================================ SELECT 7 FT CB Page 1 CB-9 SILVERROCK WAY CB 9 Hydrology Node 555 - SUMP Catch Basin 10yr design Areas draining to CB-9: N-15, N-16, N-17 Total 10yr flow = 6.79 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 6.79 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 18.71 ============================================================================ Total 100yr flow = 14.48 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 14.48 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 24.74 ============================================================================ SELECT 28 FT CB Page 1 CB-10 SILVERROCK WAY CB 10 Hydrology Node 555 - SUMP Catch Basin 10yr design Areas draining to CB-10: N-18, N-19 Total 10yr flow = 0.64 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.64 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.76 ============================================================================ Total 100yr flow = 1.35 CFS **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.35 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.31 ============================================================================ SELECT 7 FT CB Page 1 CB-11 SILVERROCK WAY CB 11 Hydrology Node 805 - Flow-by Catch Basin 10yr design Areas draining to CB-11: J-2, J-3, J-5, J-7 Total 10yr flow = 0.93 CFS **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 0.93 GUTTER FLOWDEPTH(FEET) = 0.21 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.48 0.12 0.50 0.13 1.00 0.25 1.50 0.37 2.00 0.48 2.50 0.58 3.00 0.67 3.50 0.74 4.00 0.82 4.50 0.89 4.79 0.93 ============================================================================ Total 100yr flow = 2.25 CFS **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.25 GUTTER FLOWDEPTH(FEET) = 0.21 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.16 0.30 1.50 0.38 2.00 0.50 2.50 0.62 3.00 0.74 3.50 0.86 4.00 0.98 Page 1 CB-11 4.50 1.09 5.00 1.19 5.50 1.29 6.00 1.39 6.50 1.48 7.00 1.58 7.50 1.65 8.00 1.73 8.50 1.81 9.00 1.88 9.50 1.95 10.00 2.03 10.50 2.10 11.00 2.17 11.50 2.24 11.59 2.25 ============================================================================ SELECT 7 FT CB, 0.67 CFS FLOWS BY Page 2 CB-12 SILVERROCK WAY CB 12 Hydrology Node 602 - SUMP Catch Basin 10yr design Areas draining to CB-12: P-4, P-5 Total 10yr flow = 0.4 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.40 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.10 ============================================================================ Total 100yr flow = 0.95 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.95 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.62 ============================================================================ SELECT 7 FT CB Page 1 CB-13 SILVERROCK WAY CB 13 Hydrology Node 602 - SUMP Catch Basin 10yr design Areas draining to CB-13: P-2, P-3 Total 10yr flow = 3.42 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 3.42 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 9.42 ============================================================================ Total 100yr flow = 8.36 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 8.36 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 14.29 ============================================================================ SELECT 21 FT CB Page 1 CB-14 SILVERROCK WAY CB 14 Hydrology Node BETWEEN 813-814 Flow-by Catch Basin 10yr design Areas draining to CB-14: Q-4 SPLIT Q INTO 4 FOR CB'S-14,15,22,23 Total 10yr flow = 1.39 **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.39 GUTTER FLOWDEPTH(FEET) = 0.23 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.65 0.19 1.00 0.28 1.50 0.42 2.00 0.55 2.50 0.68 3.00 0.79 3.50 0.89 4.00 0.99 4.50 1.08 5.00 1.16 5.50 1.24 6.00 1.31 6.50 1.39 6.51 1.39 ============================================================================ Total 100yr flow = 3.3+ 0.94 (FROM CB-22)= 4.24 **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.24 GUTTER FLOWDEPTH(FEET) = 0.32 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.40 0.60 1.50 0.64 2.00 0.84 Page 1 CB-14 2.50 1.04 3.00 1.24 3.50 1.44 4.00 1.63 4.50 1.83 5.00 2.02 5.50 2.18 6.00 2.33 6.50 2.48 7.00 2.64 7.50 2.78 8.00 2.93 8.50 3.07 9.00 3.18 9.50 3.30 10.00 3.41 10.50 3.52 11.00 3.63 11.50 3.73 12.00 3.84 12.50 3.94 13.00 4.04 13.50 4.14 14.00 4.24 14.01 4.24 ============================================================================ SELECT 7 FT CB 1.6 FLOWS BY Page 2 CB-15 SILVERROCK WAY CB 15 Hydrology Node BETWEEN 813-814 Flow-by Catch Basin 10yr design Areas draining to CB-15: Q-4 SPLIT Q INTO 4 FOR CB'S-14,15,22,23 Total 10yr flow = 1.39 **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.39 GUTTER FLOWDEPTH(FEET) = 0.23 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.65 0.19 1.00 0.28 1.50 0.42 2.00 0.55 2.50 0.68 3.00 0.79 3.50 0.89 4.00 0.99 4.50 1.08 5.00 1.16 5.50 1.24 6.00 1.31 6.50 1.39 6.51 1.39 ============================================================================ Total 100yr flow = 3.3+ 0.94 (FROM CB-22)= 4.24 **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 4.24 GUTTER FLOWDEPTH(FEET) = 0.32 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.40 0.60 1.50 0.64 2.00 0.84 Page 1 CB-15 2.50 1.04 3.00 1.24 3.50 1.44 4.00 1.63 4.50 1.83 5.00 2.02 5.50 2.18 6.00 2.33 6.50 2.48 7.00 2.64 7.50 2.78 8.00 2.93 8.50 3.07 9.00 3.18 9.50 3.30 10.00 3.41 10.50 3.52 11.00 3.63 11.50 3.73 12.00 3.84 12.50 3.94 13.00 4.04 13.50 4.14 14.00 4.24 14.01 4.24 ============================================================================ SELECT 7 FT CB, 1.6 FLOWS BY Page 2 CB-16 SILVERROCK WAY CB 16 Hydrology Node 815 - SUMP Catch Basin 10yr design Areas draining to CB-16: Q-1, Q-2, Q-3 Total 10yr flow = 0.96 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.96 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.64 ============================================================================ Total 10.yr flow = 2.23 + 1.6 = 2.69 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.69 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.60 ============================================================================ Page 1 CB-17 SILVERROCK WAY CB 17 Hydrology Node 815 - SUMP Catch Basin 10yr design Areas draining to CB-17: Q-5 Total 10yr flow = 0.43 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.43 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.18 ============================================================================ Total 100yr flow = 1.09 + 1.6 = 2.69 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 2.69 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 4.60 ============================================================================ Page 1 CB-20 SILVERROCK WAY CB 20 Hydrology Node 601- Flow-by Catch Basin 10yr design Areas draining to CB-20: P-1 Total 10yr flow = 2.22 **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.22 GUTTER FLOWDEPTH(FEET) = 0.23 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.04 0.30 1.50 0.42 2.00 0.56 2.50 0.69 3.00 0.83 3.50 0.96 4.00 1.08 4.50 1.19 5.00 1.30 5.50 1.41 6.00 1.51 6.50 1.61 7.00 1.69 7.50 1.77 8.00 1.85 8.50 1.93 9.00 2.01 9.50 2.09 10.00 2.16 10.39 2.22 ============================================================================ Total 100yr flow = 5.26 **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.26 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: Page 1 CB-20 BASIN WIDTH FLOW INTERCEPTION 1.86 0.73 2.00 0.79 2.50 0.97 3.00 1.16 3.50 1.35 4.00 1.53 4.50 1.71 5.00 1.90 5.50 2.08 6.00 2.26 6.50 2.44 7.00 2.59 7.50 2.74 8.00 2.89 8.50 3.03 9.00 3.17 9.50 3.31 10.00 3.45 10.50 3.59 11.00 3.72 11.50 3.84 12.00 3.95 12.50 4.05 13.00 4.16 13.50 4.26 14.00 4.37 14.50 4.47 15.00 4.57 15.50 4.67 16.00 4.77 16.50 4.86 17.00 4.96 17.50 5.05 18.00 5.15 18.50 5.24 18.61 5.26 ============================================================================ SELECT 21 FT CB Page 2 CB-21 SILVERROCK WAY CB 20 Hydrology Node 601- Flow-by Catch Basin 10yr design Areas draining to CB-21: P-1 Total 10yr flow = 2.22 **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 2.22 GUTTER FLOWDEPTH(FEET) = 0.23 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.04 0.30 1.50 0.42 2.00 0.56 2.50 0.69 3.00 0.83 3.50 0.96 4.00 1.08 4.50 1.19 5.00 1.30 5.50 1.41 6.00 1.51 6.50 1.61 7.00 1.69 7.50 1.77 8.00 1.85 8.50 1.93 9.00 2.01 9.50 2.09 10.00 2.16 10.39 2.22 ============================================================================ Total 100yr flow = 5.26 **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 5.26 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: Page 1 CB-21 BASIN WIDTH FLOW INTERCEPTION 1.86 0.73 2.00 0.79 2.50 0.97 3.00 1.16 3.50 1.35 4.00 1.53 4.50 1.71 5.00 1.90 5.50 2.08 6.00 2.26 6.50 2.44 7.00 2.59 7.50 2.74 8.00 2.89 8.50 3.03 9.00 3.17 9.50 3.31 10.00 3.45 10.50 3.59 11.00 3.72 11.50 3.84 12.00 3.95 12.50 4.05 13.00 4.16 13.50 4.26 14.00 4.37 14.50 4.47 15.00 4.57 15.50 4.67 16.00 4.77 16.50 4.86 17.00 4.96 17.50 5.05 18.00 5.15 18.50 5.24 18.61 5.26 ============================================================================ SELECT 21 FT CB Page 2 CB-22 SILVERROCK WAY CB 22 Hydrology Node BETWEEN 813-814 Flow-by Catch Basin 10yr design Areas draining to CB-14: Q-4 SPLIT Q INTO 4 FOR CB'S-14,15,22,23 Total 10yr flow = 1.39 **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 1.39 GUTTER FLOWDEPTH(FEET) = 0.23 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0.65 0.19 1.00 0.28 1.50 0.42 2.00 0.55 2.50 0.68 3.00 0.79 3.50 0.89 4.00 0.99 4.50 1.08 5.00 1.16 5.50 1.24 6.00 1.31 6.50 1.39 6.51 1.39 ============================================================================ Total 100yr flow = 3.3 **************************************************************************** >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STREETFLOW(CFS) = 3.30 GUTTER FLOWDEPTH(FEET) = 0.30 BASIN LOCAL DEPRESSION(FEET) = 0.33 ---------------------------------------------------------------------------- FLOWBY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 1.17 0.46 1.50 0.58 2.00 0.77 Page 1 CB-22 2.50 0.96 3.00 1.14 3.50 1.32 4.00 1.50 4.50 1.66 5.00 1.81 5.50 1.95 6.00 2.09 6.50 2.23 7.00 2.36 7.50 2.47 8.00 2.58 8.50 2.68 9.00 2.78 9.50 2.88 10.00 2.98 10.50 3.08 11.00 3.17 11.50 3.27 11.67 3.30 ============================================================================ SELECT 7 FT CB, 0.94CFS FLOWS BY Page 2 CB-24 SILVERROCK WAY CB 24 Hydrology Node 806 SUMP Catch Basin 10yr design Areas draining to CB-24: J-8 &J-10 SPLIT BTWN TWO CB'S (24/25) Total 10yr flow = 0.42 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.42 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.16 ============================================================================ Total 100yr flow = 1.00+ 0.67 (FLOW BY FROM CB-11)= 1.67 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.67 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 2.85 ============================================================================ SELECT 7 FT CB Page 1 CB-25 SILVERROCK WAY CB 24 Hydrology Node 806 SUMP Catch Basin 10yr design Areas draining to CB-24: J-8 &J-10 SPLIT BTWN TWO CB'S (24/25) Total 10yr flow = 0.42 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.42 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.16 ============================================================================ Total 100yr flow = 1.00 **************************************************************************** >>>>SUMP TYPE BASIN INPUT INFORMATION<<<< ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.00 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 >>>>CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.71 ============================================================================ SELECT 7 FT CB Page 1 Whitewater River Region WQMP Montage Residential Appendix G AGREEMENTS – COVENANT AND AGREEMENTS, BMP MAINTENANCE AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT-SPECIFIC WQMP Whitewater River Region WQMP Montage Residential Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS COMPLIANCE WITH CALIFORNIA ENVIRONMENTAL QUALITY ACT (CEQA) The Design and Development Department has determined that this project is consistent with Environmental Assessment 2014-1003 and no further environmental review is required. The SilverRock Specific Plan includes provisions for relocatable buildings for golf course uses and was analyzed as part of Environmental Assessment 2014-1003. Whitewater River Region WQMP Montage Residential Appendix I PROJECT-SPECIFIC WQMP SUMMARY DATA FORM Project-Specific WQMP Summary Data Form Applicant Information Name and Title Prasad Kasturi, P.E., Project Manager Company Michael Baker International Phone 760 346-7481 Email Prasad.Kasturi@mbakerintl.com Project Information Project Name (as shown on project application/project-specific WQMP) Montage Residential (PM 37207) Street Address 79-179 Ahmanson Lane, La Quinta, CA 92253 Nearest Cross Streets W Corner of SilverRock Way and Ahmanson Lane Municipality (City or Unincorporated County) LA Quinta Zip Code 92253 Tract Number(s) and/or Assessor Parcel Number(s) 777-490-038, 776-150-028 Other (other information to help identify location of project) Indicate type of project. Priority Development Projects (Use an "X" in cell preceding project type): SF hillside residence; impervious area ≥ 10,000 sq. ft.; Slope ≥ 25% SF hillside residence; impervious area ≥ 10,000 sq. ft.; Slope ≥ 10% & erosive soils Commercial or Industrial ≥ 100,000 sq. ft. Automotive repair shop Retail Gasoline Outlet disturbing > 5,000 sq. ft. Restaurant disturbing > 5,000 sq. ft. x Home subdivision ≥ 10 housing units Parking lot ≥ 5,000 sq. ft. or ≥ 25 parking spaces Date Project-Specific WQMP Submitted May 2021 Size of Project Area (nearest 0.1 acre) 12.6 Acres Will the project replace more than 50% of the impervious surfaces on an existing developed site? No Project Area managed with LID/Site Design BMPs (nearest 0.1 acre) 12.6 Acres Are Treatment Control BMPs required? No Is the project subject to onsite retention by ordinance or policy? Yes Did the project meet the 100% LID/Site Design Measurable Goal? Yes Name of the entity that will implement, operate, and maintain the post-construction BMPs SilverRock Phase 1, LLC Contact Name Robert S. Green, Jr. Street or Mailing Address 3551 Fortuna Ranch Road City La Quinta, CA Zip Code 92253 Phone 760-634-6543 Space Below for Use by City/County Staff Only Preceding Information Verified by (consistent with information in project-specific WQMP) Name: Date: Date Project-Specific WQMP Approved: Data Entered by Name: Date: Other Comments