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WQMP2021-0004Whitewater River Region WQMP Project Specific Final Water Quality Management Plan For: SilverRock Resort (PM 37207) – Conference & Shared Services 79-179 Ahmanson Lane, La Quinta, CA 92253 DEVELOPMENT NO. PM 37207 DESIGN REVIEW NO. SDP2016-0005 Prepared for: SilverRock Phase 1, LLC Robert S. Green, Jr. 343 Forth Avenue San Diego, CA 92101 Telephone: 760-634-6543 Prepared by: Todd Pitner, P.E. Project Manager Michael Baker International 75410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 Telephone: 760-346-7481 Original Date Prepared: August 2021 Revision Date(s): - Whitewater River Region WQMP Conference & Shared Services August 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 ................................................................................ 13 V.1.C MEASURABLE GOAL SUMMARY ............................................................................. 13 V.2 SOURCE CONTROL BMPS ................................................................................................. 14 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES ............................................ 17 V.4 REGIONALLY-BASED BMPS ............................................................................................. 17 VI. Operation and Maintenance Responsibility for BMPs .......................................................... 18 VII. Funding .......................................................................................................................................... 20 TABLES TABLE 1. POLLUTANT OF CONCERN SUMMARY 7 TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT OF CONCERN REMOVAL EFFICIENCY (1) 10 TABLE 6: MEASURABLE GOAL SUMMARY 13 TABLE 7. SOURCE CONTROL BMPS 14 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: GLOBAL GEO-ENGINEERING, INC. REPORT NO. 8227-4, DATED: 09/04/2019 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 Conference & Shared Services August 2021 1-1 I. Project Description Project Owner: SilverRock Phase 1, LLC 343 Forth 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: Conference & Shared Services APN Number(s): 777-490-043 Latitude & Longitude: 33.670195, -116.279798 Receiving Water: Coachella Valley Stormwater Channel Project Site Size: 6.97 Acres Standard Industrial Classification (SIC) Code: 7011 (Commercial) Formation of Home Owners' Association (HOA) or Property Owners Association (POA): Y N Whitewater River Region WQMP Conference & Shared Services August 2021 1-2 Additional Permits/Approvals required fr 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 Conference & Shared Services August 2021 1-3 This report prepared by Michael Baker International for SilverRock Phase 1, LLC., addresses the Conference Center & Shared Services (PM 37207) project. The project is located at 79-179 Ahmanson Lane, La Quinta, CA 92253, in the City of La Quinta. The site is approximately 6.97 acres and includes 2 conference centers, 1 shared services building, 243 parking spaces and related site improvements. Typical activities associated with this type of mixed used development include incoming and outgoing vehicle traffic, events and parking, landscape irrigation and maintenance, use and maintenance of golf course vehicles, and use of trash/recycle bins. The potential pollutants generated by this land use type include sediments, nutrients, organic compounds, trash and debris, oxygen demanding substances, bacteria and viruses, oil and grease, pesticides and metals. Stormwater will be collected in a series of area drain catch basins throughout the project site and piped to the existing drainage basins to the north of Silver Rock Way. The existing drainage basins are sized to handle the 100-year storm events from this project site. 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 Whitewater River Region WQMP Conference & Shared Services August 2021 1-4 site flows are required to be addressed). Each tributary area should be clearly denoted.  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 Conference & Shared Services August 2021 1-5 II. Site Characterization Land Use Designation or Zoning: CT = Tourist Commercial, GC= Golf Course, FP = Flood Plain Current Property Use: Vacant Proposed Property Use: Conference & Shared Services 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 Conference & Shared Services June 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 Conference & Shared Services June 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 YES NO Nutrients YES NO Toxic Organic Compounds YES 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 Conference & Shared Services June 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 Conference & Shared Services June 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 Conference & Shared Services June 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 Conference & Shared Services June 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 Conference & Shared Services June 2021 1-12 Project Site Design BMP Concepts: The site will sheet flow toward recharge basins based on its respective drainage area. This project will 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 Conference & Shared Services August 2021 1-13 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 . 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) 6.97 AC N/A 100% Whitewater River Region WQMP Conference & Shared Services June 2021 1-14 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 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 Contained in building *Details demonstrating proper design must be included in Appendix F. Whitewater River Region WQMP Conference & Shared Services June 2021 1-15 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 Conference & Shared Services June 2021 1-16  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). Properly Design:  Trash Storage Areas: The integrity of structural elements that are subject to damage (ie., screens, covers, and signs) will be maintained by the 24-hour onsite maintenance staff. Roofs, awnings, attached lids will be provided on all trash containers to minimize direct precipitation into containers. Use lined bins or dumpster to prevent leaking of liquid waste. Pave trash storage area with impervious surface to mitigate spills. Post signs on all dumpsters informing users that hazardous materials are not to be disposed of therein. Trash enclosures are elevated to prevent storm water runoff from entering (SD-32, refer to Appendix C regarding maintenance and inspection requirements).  Loading Docks: Stormwater and non-stormwater will accumulate in containment areas and sumps with impervious surfaces. Contaminated accumulated water must be disposed of in accordance with applicable laws and cannot be discharged directly to the storm drain or sanitary sewer system without the appropriate permit (SD-31, 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 Conference & Shared Services August 2021 1-17 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES N/A V.4 REGIONALLY-BASED BMPS The Off-Site drainage basins (M2 and M3) located north of Silver Rock Way are Regional-Based BMP’s. Whitewater River Region WQMP Conference & Shared Services August 2021 1-18 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. Retention Basin (Infiltration BMP): O and M Activities Schedule and Frequency 1. Inspect all inlets and outlets to the Retention area. Make sure outlets are free of 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 Retention Basin (Infiltration BMP). Replace landscaping as needed within basins. Remove silt/blowsand, debris in basins. Retention Basins should be kept clear of trash, debris and silt/blowsand buildup on a weekly basis. This should be given high priority. 3. Inspect all Drywells located in each Retention facilities. Remove silt/blowsand, debris in upper Drywell chamber Drywells should be kept clear of trash, debris and silt/blowsand buildup on a monthly schedule. This should be given high priority. 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. 8. Adjust brooms frequently; maximize efficiency of sweeping efforts As needed. Protect Slopes and Channels O and M Activities Schedule and Frequency Whitewater River Region WQMP Conference & Shared Services June 2021 1-19 9. Inspect slopes Inspect monthly to ensure that slopes and vegetation isn’t disturbed, if they are repair immediately. Trash Storage Areas: O and M Activities Schedule and Frequency 10. Inspect Trash Storage Area. Inspect daily. Ensure that the trash receptacles are emptied on a weekly basis. Recyclables should be separated from disposable trash. Loading Dock Areas: O and M Activities Schedule and Frequency 11. Inspect Loading Dock Area. Inspect daily. Ensure that spills and leaks are cleaned up immediately, dock plates must be properly placed; trash must be removed and disposed of; containers, packaging, and tools must be kept out of circulation paths; and pedestrian and forklift routes should be differentiated and marked. Responsible Party: SilverRock Phase 1, LLC 343 Forth Avenue San Diego, CA 92101 (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 Conference & Shared Services June 2021 1-20 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 Forth Avenue San Diego, CA 92101 Telephone: 760-634-6543 Contact Person: Robert S. Green, Jr. Whitewater River Region WQMP Conference & Shared Services Appendix A Conditions of Approval City Council Resolution No. 2016-051 Dated: 09/25/2016 Whitewater River Region WQMP Conference & Shared Services 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 SILVERROCK WAY FIRE LANE PRACTICE RANGE / OVERFLOW PARKING (TC-11) (TC-11) (TC-11) PA 4 (PUB L I C S T R E E T ) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) PA 5 283 PARKING SPACES PA-5 LIFESTYLE HOTEL PUBLIC STREETS (SD-10, 11, 12, & 13) (TC-11) (SD-13) PA 10A GOLF CLUBHOUSE PUBLIC STREETS (SD-10, 12, & 13) PA 4 243 PARKING SPACES PA-4 CONFERENCE CENTER PA 4 CC - CONFERENCE CENTER, (SD-10, 11, 12, & 13) MC - MEETING CENTER, (SD-10, 11, 12, & 13) LD - LOADING DOCK AREA, (SD-11, 13 & 31) SS - SHARED SERVICES BUILDING, (SD-10, 11, 12, & 13) PUBLIC STREETS LEGEND 75410 Gerald Ford Drive, Palm Desert, CA 92211 Phone: (760) 346-7481 ·MBAKERINTL.COM STRUCTURAL SOURCE CONTROL BMP PA 2 178 PARKING SPACES PA-2 LUXURY HOTEL PA 2 PA 3 GOLF SAFETY LINES EXISTING ENTRY ROAD, NOT PART OF SUBMITTAL PROPOSED DEVELOPMENT PROPERTY LINE EXISTING AHMANSON RANCH HOUSE PROPERTY LINE SILVERROCK WAY FIRE LANE FIRE LANE PA 3 POTENTIAL FUTURE GOLF COURSE RESERVE / PUBLIC USE PARCELS PA 6 PA-6 LIFESTYLE BRANDED RESIDENTIAL DEVELOPMENT PRACTICE RANGE / OVERFLOW PARKING PA 1 PA-1 GOLF COURSE AH - AHMANSON RANCH HOUSE, (SD-10, 11, 12, & 13) HS - HOTEL SPA, (SD-10, 11, 12, & 13) SWIMMING POOL, (SD-10) H1 - LUXURY HOTEL, (SD-10, 11, 12, & 13) SERVICE YARD, (SD-35) (SD-13) (TC-11) (TC-20) (TC-20) (TC-20) (TC-11) (TC-11) (TC-11) (SD-13) PA 2 PA 2 PA 4 CC - CONFERENCE CENTER, (SD-10, 11, 12, & 13) MC - MEETING CENTER, (SD-10, 11, 12, & 13) LD - LOADING DOCK AREA, (SD-11, 13 & 31) SS - SHARED SERVICES BUILDING, (SD-10, 11, 12, & 13) SERVICE YARD / TRASH ENCLOSURE / RECYCLE STORAGE AREA, (SD-11, 13, 31, 32, 33, and 35) (SD-13) PUBLIC STREETS GR - GUESTROOMS - 34 BLDGS, PUBLIC STREETS (SD-10, 11, 12, & 13) R1 - LUXURY BRANDED RESIDENTIAL, 29 BLDGS. PRIVATE STREETS (SD-10, 11, 12, & 13) (PUB L I C S T R E E T ) PUBLIC STREETS (SD-10, 12, & 13) 14 +/- BLDGS. PUBLIC STREETS (SD-10, 11, 12, & 13) PUBLIC STREETS (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) (SD-13) FIRE LANE (SD-13) PA 4 243 PARKING SPACES PA-4 CONFERENCE CENTER PA 3 PA 5 283 PARKING SPACES PA-5 LIFESTYLE HOTEL PUBLIC STREETS (SD-10, 11, 12, & 13) (TC-11) (SD-13) (SD-13) EXISTING (SD-13) (SD-13) PA 10 210 PARKING SPACES PA-10A VENUE SITE PUBLIC STREETS (SD-10, 12, & 13) PERMEABLE PARKING PERMEABLE PARKING PA 10A GOLF CLUBHOUSE PUBLIC STREETS (SD-10, 12, & 13) LEGEND 75410 Gerald Ford Drive, Palm Desert, CA 92211 Phone: (760) 346-7481 ·MBAKERINTL.COM STRUCTURAL SOURCE CONTROL BMP 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 Conference & Shared Services Appendix C Refer to Drainage Study provided on a separate cover – Appendix F Whitewater River Region WQMP Conference & Shared Services 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-31 Maintenance Bays & Docks SD-32 Trash Storage Areas Treatment Control BMPs TC-11 Infiltration Basin Maintenance Bays & Docks SD-31 January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com Description Several measures can be taken to prevent operations at maintenance bays and loading docks from contributing a variety of toxic compounds, oil and grease, heavy metals, nutrients, suspended solids, and other pollutants to the stormwater conveyance system. Approach In designs for maintenance bays and loading docks, containment is encouraged. Preventative measures include overflow containment structures and dead-end sumps. However, in the case of loading docks from grocery stores and warehouse/distribution centers, engineered infiltration systems may be considered. Suitable Applications Appropriate applications include commercial and industrial areas planned for development or redevelopment. Design Considerations Design requirements for vehicle maintenance and repair are governed by Building and Fire Codes, and by current local agency ordinances, and zoning requirements. The design criteria described in this fact sheet are meant to enhance and be consistent with these code requirements. Designing New Installations Designs of maintenance bays should consider the following: „ Repair/maintenance bays and vehicle parts with fluids should be indoors; or designed to preclude urban run-on and runoff. „ Repair/maintenance floor areas should be paved with Portland cement concrete (or equivalent smooth impervious surface). Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage ; Prohibit Dumping of Improper Materials ; Contain Pollutants Collect and Convey SD-31 Maintenance Bays & Docks 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com „ Repair/maintenance bays should be designed to capture all wash water leaks and spills. Provide impermeable berms, drop inlets, trench catch basins, or overflow containment structures around repair bays to prevent spilled materials and wash-down waters form entering the storm drain system. Connect drains to a sump for collection and disposal. Direct connection of the repair/maintenance bays to the storm drain system is prohibited. If required by local jurisdiction, obtain an Industrial Waste Discharge Permit. „ Other features may be comparable and equally effective. The following designs of loading/unloading dock areas should be considered: „ Loading dock areas should be covered, or drainage should be designed to preclude urban run-on and runoff. „ Direct connections into storm drains from depressed loading docks (truck wells) are prohibited. „ Below-grade loading docks from grocery stores and warehouse/distribution centers of fresh food items should drain through water quality inlets, or to an engineered infiltration system, or an equally effective alternative. Pre-treatment may also be required. „ Other features may be comparable and equally effective. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of “ redevelopment” must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under “designing new installations” above should be followed. Additional Information Stormwater and non-stormwater will accumulate in containment areas and sumps with impervious surfaces. Contaminated accumulated water must be disposed of in accordance with applicable laws and cannot be discharged directly to the storm drain or sanitary sewer system without the appropriate permit. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002. Whitewater River Region WQMP Conference & Shared Services Appendix E Soils Report 3 Corporate Park, Suite 270, Irvine, California 92606 Office 949 221 0900 Fax 949 221 0091 email: global@globalgeo.net October 29, 2019 (Revised Ju ly 22, 2020) Project 8227-04 SilverRock Phase I, LLC 3551 Fortuna Ranch Road Encinitas, California 92024 Attention: Mr. Patrick Russell Subject: Supplemental Geotechnical Investigation Proposed Silver Rock Resort Southwest of Avenue 52 and Jefferson Street La Quinta, California References: See Appendix A Dear Mr. Russell: 1. INTRODUCTION a) In accordance with your request, we have conducted a supplemental geotechnical investigation for the proposed SilverRock resort development to be located in La Quinta, California. b) We understand that the proposed resort on 525-acre site will include: i) Pendry Hotel; ii) Pendry Golf Club Bungalows: iii) Golf Clubhouse; iv) Pendry Residences; v) Mo ntage Hotel and Spa; vii) Montage Residences; viii) Conference Center and Shared Services; ix) Future villages and residences. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 2 c) This report is subject to the Terms and Conditions enclosed and incorporated herein by reference. 2. PRIOR WORK a) The subject site was investigated from a geotechnical point of view in 2003 by Landmark Geo-Engineers and Geologists. The results of the investigation were presented in the report dated December 5, 2003 (Reference 6). It included drilling seventeen borings t hroughout the subject site. The borings were drilled to depths between 18.5 and 51.5 feet. The report recommended that the existing soils below the building pads or existing grades (whichever is lower) should be over - excavated to a depth of 3 feet extending laterally five feet beyond the exterior wall/column lines. b) i) Several portions of the site were rough graded by Wood Bros. Inc. under the observation and testing services provided by Landmark between March 17 through August 30, 2004. The results of t he observations and testing were provided in Landmark report dated September 15, 2004 (Reference 7). ii) The report indicated that the removals within the then-proposed building pads were extended to a minimum of three feet below the then existing grades. The pads consisted of:  Hotel Site (approximately same location as the current Pendry Residences);  South Special Use areas (just south of now-designated Montage Residences);  North Special Use Area (now-designated Montage Residences);  Comfort Station (just west of the now-designated future village). c) A geotechnical investigation was conducted by Sladden Engineering in 2017. It included drilling seven borings along the northeast area of the project. The borings were drilled to depths between 21.5 and 51.5 feet. The results of the investigation were provided in the report dated February 10, 2017 (Reference 9). d) i) Several areas of the subject site were graded between April 1 and October 30, 2019 by NEI under the observation and testing services provided by Sladden. The results of the observations and testing were provided in Sladden report dated January 30, 2020 Revised March 2, 2020 (Reference 11). ii) Montage Hotel & Spa, Convention Center and Shared Services, Pendry Hotel and Golf Club building pads were over-excavated at least 5 feet below the pad grades. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 3 iii) Montage Hotel Bungalows and Pendry Bungalows building pads were over-excavated at least 4 feet below the pad grades. iv) Only mass grading was conducted on the previously graded Montage Residences. v) Pendry Residences were significantly cut down during the 2019 grading operations. The excess soils, approximately 50,000 yd3, were placed in the Future Village site. Prior to placing the fill, the existing soils were overexcavated to a depth of 3 feet. vi) The City of La Quinta Venue site was precise graded, however, recommended over-excavation was not conducted. Over-excavation was left to future work to be performed by the city. e) An observation report prepared by Sladden Engineering for the abandonment-in- place of an 18-inch PVC gravity golf water transfer pipe line which transits from the lake on hole #16 to the lake on hole #8 has been reviewed (Reference 12). The abandoned pipe will cross beneath the proposed Montage Hotel swimming pool and under the foundation of the Spa building. Horizontal and vertical survey control was established for the location of the pipe, which was abandoned sub ject to specific criteria. f) The scope of current services included drilling nine additio nal borings in the northeast area (Pendry Hotel, Clubhouse and Bungalows) and in the southwest area (southeast of Montage Hotel & Spa) to supplement the prior work. The borings were drilled on August 6 and 7, 2019 to depths between 25 and 50 feet below the then existing grades. g) The locations of all the borings drilled on the site including for this investigation are shown on the enclosed Geotechnical Plan, Plate 1. Also shown on the Plate 1 are the approximate limits of areas which were graded in 2004 and 2019. h) Over-excavation of the Pendry Residences, City of La Quinta Venue site and for the building areas where no over-excavation was conducted in 2004 and 2019 will be required in the rough/precise grading phase to the recommendations of this report. Precise grading to construct the final building pads, however, will be required. Rough grading of Planning Areas 7/9 was deferred to the future when development planning has been completed. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 4 3. PURPOSE The purpose of our investigation was to obtain and analyze additional subsurface information in order to provide site-specific recommendations pertaining to: a) grading; b) processing of soils; c) foundation types; d) foundation depths; e) bearing capacity; f) expansivity; g) sulphate content and cement type; h) shrinkage factor; i) settlement; j) subsidence; k) seismicity. 4. SCOPE The scope of services we provided was as follows: a) Preliminary planning and evaluations, and review of geotechnical reports related to the project site and nearby surrounding area (see References - Appendix A); b) Field exploration, consisting of drilling nine (9) exploratory borings to depths ranging from 25 to 50 feet below existing grade; c) Logging of the borings by our Engineering Geologist; d) Obtaining in-situ and bulk samples for classification and laboratory testing; e) Laboratory testing of selected samples considered representative of site conditions, in order to derive relevant engineering properties; f) Geologic and engineering analyses of the field and labor atory data; SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 5 g) Preparation of a report presenting our findings, conclusions and recommendations. 5. FIELD EXPLORATION The field exploration program is given in Appendix B, which includes the Logs of Borings. 6. LABORATORY TESTING The results of the laboratory testing are included in Appendix C. 7. SITE DESCRIPTION 7.1 Location a) The 525-acre project site is located approximately south of Avenue 52, west of Jefferson Street, north of Avenue 54 and is bounded by the Santa Rosa Mountains on the west and south, in the city of La Quinta, California. b) The approximate location is shown on the Location Map, Figure 1. 7.2 Surface Site Conditions a) The project site is partially developed with an 18-hole championship golf course bordered by development pads. The site is bisected by the Coachella Canal, a branch of the U.S. Department of Interior All-American Canal system, which supplies imported water from the Colorado River to the Coachella Valley. Additional existing development includes an historic ranch house structure and a garage, used as a temporary dining facility for the golf course, modular structures used for a temporary golf clubhouse, and golf cart storage and staging, and a golf maintenance facility located on the south end of the project site. Mass and rough grading work has been performed in preparation for resort development, but the site remains largely vacant. b) Igneous bedrock outcrops are exposed in the area of the existing golf clubhouse, which is located near the west end of the southwestern part of the site. c) Surface drainage at the site consists of sheet flow runoff of incident rainfall derived from within the property boundaries and surrounding upgradient areas. The golf course was designed to act as a stormwater retention area. LOCATION MAP Southwest Corner Avenue 52 and Jefferson Street La Quinta, California Date: July 2020 Project No.: 8227-04 Figure No: GEOLOGIC AND SOILS ENGINEERING, IRVINE, CALIFORNIA 1 SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 6 7.3 Geology 7.3.1 Regional Geologic Setting a) The project site is located within the Colorado Desert Geomorphic Province in Southern California. The Salton Trough, which consists of a low-lying alluviated structural basin, is contained within the province. b) The Salton Trough structural basin is bounded by the San Andreas Fault to the east and the San Jacinto Fault to the west and is characterized generally low relief and internal drainage. c) Typical stratigraphy includes metasediments and clastic deposits, derived primarily by erosion of adjacent highlands, deltaic floodwaters of the Colorado Desert, and lacustrine (lake) and eolian (wind) depositional processes. 7.3.2 Local Geologic Setting In general, the northern Coachella Valley, where the site is located, is underlain by a thick sequence of Holocene-age alluvial deposits derived from the erosional processes from the nearby mountain ranges. The northeastern flanks of the San Jacinto Mountains are located to the southwest of the site. Artificial fill of different thicknesses generally covers the site area. 5.4 7.4 Subsurface Site Conditions 7.4.1 General The following paragraphs describe the subsurface conditions as encountered in our boring excavations in September 2019. 7.4.2 Fill a) Fill soils were encountered in all of the boring excavations, with the exception of Boring B-1. The depths of fill were found to range from approximately 3 feet below existing ground surface (Boring B-5) up to about 10 feet (Boring B-9). b) The fill soils were found to generally consist of fine grained, olive brown to olive gray, dry to moist and loose to medium dense Silty SAND and medium stiff to stiff Sandy SILT. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 7 c) Based on the review of the prior rough grading reports, the new fill was placed by the grading contractors in 2004 and in 2019 at a minimum of 90 percent relative compaction. The bottoms of the over-excavations during the prior grading were approved by Landmark and Sladden. 7.4.3 Alluvium a) Alluvial deposits, consisting of Silty SAND, SAND, and Sandy to Clayey SILT, were encountered in the borings to the maximum depths excavated. b) The Silty SAND and SAND sediments were generally observed to be fine grained, olive brown to olive gray, damp to moist and loose to medium dense. c) The Sandy to Clayey SILT deposits were found to be olive brown to olive gray, damp to moist and soft to medium stiff. 7.4.4 Bedrock a) Although not encountered in any of our boring excavations, outcrops of igneous bedrock, classified as Quartz Diorite, were observed to extend through the western end of the southwestern part of the site. b) The general location/configuration of the bedrock outcrops are shown on our Boring Location Plan, Figure B-11. 8. GROUND WATER a) Water seepage was encountered at a depth of 18 feet below ground surface in Boring B-5. No seepage was encountered in any of the remaining explorations. No free groundwater was found exist in any other the borings. b) Groundwater monitoring well data within the site area was researched on the California Department of Water Resources internet website. The closest monitoring well was found to be located approximately 1.1 miles southeast of the subject property. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 8 c) Groundwater depths were measured in the well during the period from December 2011 to May 2019. Depths to groundwater during this period were reported to range from 100.3 feet below ground surface (March 2017) to 136.4 feet below ground surface (December 2011). The last recorded measurement was collected on May 7, 2019 indicat ing the ground water level to be 108.4 feet below ground surface. 9. SUBSIDENCE a) Subsidence of the ground because of underground soil movement is often caused by removal of water, oil, natural gas or mineral resources out of ground by pumping, fracking or mining activities, generally over a large area. It can also be caused by earthquakes, poor soil compaction or by erosion. b) An abstract from Mitigating Land Subsidence in the Coachella Valley, California, USA: An Emerging Success Story indicated the groundwater has been a major source of agricultural, municipal, and domestic water supply since the early 1920s in the Coachella Valley, California, USA. Land subsidence, resulting from aquifer-system compaction and groundwater-level declines, has been a concern of the Coachella Valley Water District (CVWD) since the mid-1990s. As a result, the CVWD has implemented several projects to address groundwater overdraft that fall under three categories – groundwater substitution, conservation, and managed aquifer-recharge (MAR). The implementation of three projects in particular – replacing groundwater extraction with surface water from the Colorado River and recycled water (Mid-Valley Pipeline project), reducing water usage by tiered-rate costs, and increasing groundwater recharge at the Thomas E. Levy Groundwater Replenishment Facility – are potentially linked to markedly improved groundwater levels and subsidence conditions, including in some of the historically most overdrafted areas in the southern Coachella V alley. Groundwater-level and subsidence monitoring have tracked the effect these projects have had on the aquifer system. Prior to about 2010, water levels persistently declined, and some had reached historically low levels by 2010. Since about 2010, however, groundwater levels have stabilized or partially recovered, and subsidence has stopped or slowed substantially almost everywhere it previously had been observed; uplift was observed in some areas. Furthermore, results of Interferometric Synthetic Aperture Radar analyses for 1995–2017 indicate that as much as about 2 feet of subsidence occurred; nearly all of which occurred prior to 2010. Continued monitoring of water levels and subsidence is necessary to inform the CVWD about future mitigation measures. c) Provided the implementation of the mitigation continues, the significant subsidence at the subject site is not anticipated. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 9 10. OTHER GEOLOGIC HAZARDS a) The subject site is located on a relatively level ground. During our field exploration at the subject site, we did not observe any signs of slope failure, landsliding or rock fall. b) Rockfall hazard analysis was conducted by Sladden in 2017 (Reference 10) for the existing ascending slope southwest of the proposed Montage Hotel and Spa building. The analysis indicated that a potential for rockfall is present in the vicinity of the building. Mitigation measures including building setback, catchment and berms were provided in the report and as we understand, ha ve been performed. The fence will be installed at a later date. c) Periodic removal of the rocks from behind the fence and maintenance of the fence should be anticipated. 11. POTENTIAL SEISMIC HAZARDS 11.1 General a) The property is in the general proximity of several active and potentially active faults, which is typical for sites in the Southern California region. Earthquakes occurring on active faults within a 70 -mile radius are capable of generating ground shaking of engineering significance to the proposed construction. b) In Sout hern California, most of the seismic damage to manmade structures results from ground shaking and, to a lesser degree, from liquefaction and ground rupture caused by earthquakes along active fault zones. In general, the greater the magnitude of the earthquake, greater will be the potential damage. 11.2 Ground Surface Rupture a) The subject property is not situated inside the boundary of an Earthquake Fault Zone (previously referred to as the Alquist -Priolo Special Studies Zone). The closest known active fault is the San Andreas Fault , located at about 7 miles northeast of the project site. b) Other nearby active faults include the San Jacinto Fault and the Pinto Mountain Fault , located at distances of about 14.2 miles and 32.6 miles, respectively, from the subject property. Due to the distance of the closest active fault to the site, ground rupture is not considered a significant hazard at the site. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 10 11.3 Ground Shaking a)We utilized the California Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps internet program to calculate the peak ground acceleration (PGA) at the project site location. Using the ASCE 7-10 standard and Site Class D, the PGA at the subject property resulted to be 0.566g. b)Figure 2 shows the geographical relationships among the site locations, nearby faults and the epicenters of significant occurrences. From the seismic history of the region and proximity, the San Andreas Fault has the greatest potential for causing earthquake damage related to ground shaking at this site. 11.4 Liquefaction The site is not located within a State of California delineated Seismic Hazard Zone with a potential for liquefaction during a seismic event. As mentioned earlier, the water from the ground is being extracted for the agricultural use and the latest measurement indicate the ground water at 108 feet below the existing grade. The potential for liquefaction is considered to be low due to the lack of shallow ground water. 12. CONCLUSIONS AND RECOMMENDATIONS 12.1 General a) It is our opinion that the site will be suitable for the proposed development from a geotechnical aspect, assuming that our recommendations are incorporated in the project plan designs and specifications, and are implemented during construction. b)We are of the opinion that the proposed structures may be supported on shallow footings founded on newly placed certified fill. c) Grading will be required as follows: i)Cuts and fills to achieve planned building pads and associated roadways; ii) Adequate foundation and slab subgrade conditioning including capping and over-excavation; iii) Achieving suitable surface gradients to preclude ponding anywhere on-site and control water run-off via paved/closed drainage devices. Southwest Corner Avenue 52 and Jefferson Street La Quinta, California Date: July 2020 Project No: 8227-04 Figure No: 2 GEOLOGIC AND SOILS ENGINEERING IRVINE, CALIFORNIA MAJOR EARTHQUAKES AND RECENTLY ACTIVE FAULTS IN THE SOUTHERN CALIFORNIA REGION EXPLANATION EARTHQUAKE LOCATIONS Approximate epicentral area of earthquakes that occurred 1769-1933. magnitudes not recorded by instruments prior to 1906 were estimated from damage reports assigned on Intensity VII (Modified Mercali scale) or greater; this is roughly equivalent to Richter M 6.0. 31 moderate**earthquakes, 7 major and one great earthquake (1857) were reported in the 164-year period 1769-1933. Earthquake epicenters since 1933, plotted from instruments. 33 moderate** and five major earthquakes were in the 66-year period 1933 to 1999. ACTIVE FAULTS Total length of fault zone that breaks Halocene deposits or that has had seismic activity. Fault segment with surface rupture during an historic earthquake, or with aseismic fault creep. Halocene volcanic activity (Amboy, Pisgah, Cerro Prieto and Salton Buttes 1899 M7+ 1952 M7.7 **Code recommendations by the Structural Engineers Association of California define a great earthquake as one that has a Richter Magnitude of 7 ¾ or greater; a major earthquake 7 to 7 ¾; a moderate earthquake 6 to 7. Compiled by Richard J. Proctor mainly from published and unpublished data of the California Division of Mines and Geology; California Department of Water Resources Bulletin 116-2 (1964); selections from bulletins of the Geological and Seismological Societies of America; from C.F. Richter, Elementary Seismology (1958); and the National Atlas, p. 66, and from Working Group on California Earthquake Probabilities - SSA Bulletin V 85. SITE SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 11 d)In our opinion, the proposed development will be safe against hazards from landslides settlement or slippage, provided the recommendations included in this report are implemented during the design and the construction. All grading and earthwork should be performed under the observation and testing firm to achieve proper subgrade preparation, selection of satisfactory materials, and placement and compaction of all structural fills. e)We consider that the grading will not adversely affect, nor be adversely affected by adjoining property, with these precautions being taken. f) The final grading plans and foundation plans/design loads should be reviewed by the Geotechnical Engineer. g) The design recommendations in the report should be reviewed during the grading phase when soil conditions in the excavations become exposed. 12.2 Grading 12.2.1 Processing of On-Site Soils a)As mentioned in Section 1, The rough grading for the several areas conducted under the observation and testing provided by Sladden has been done in accordance with the recommendations provided by Sladden report of 2017. The relative compaction of the fill placed was tested and found to be at a minimum of 90 percent. Additional over-excavation is not required. Any previously over- excavated area disturbed due to weathering, foundation and utility construction should be reworked and recompacted to restore minimum compaction of the finish building pads, if necessary. b)The following recommendations should be implemented in the areas where no over-excavation in accordance with the final development plans has been performed. c) In general, the soils below the bottom of the proposed foundations should be over-excavated to a depth equal to twice the footing width, not exceeding 3 feet below the bottom of the residential footings and 5 feet below the bottom of the for structures greater than 2 stories or other heavily loaded structures. The over- excavation should extend laterally beyond the edges of the footings, a distance equal to the depth of the over-excavation below the bottom of the footings. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 12 d) During the rough grading of the mass-graded areas, any unsuitable soils exposed at the bottom of the over-excavation should be removed to competent native soils. e) The subgrade soils below the pavement used for automobile and truck traffic should be over-excavated and replaced with compacted fill to a depth at least 12 inches, subject to review during the excavation. f) Prior to placing fill, if any, the subgrade soils should be scarified to a depth 6 to 8 inches or to the depth as recommended by the geotechnical engineer and thoroughly wetted down. The exposed bottom should be approved by a geotechnical engineer and tamped to at least 90 percent relative compaction. g) In the areas where additional fill soils will be placed to achieve the proposed grades, we recommend removing all the existing unsuitable soils. In any case, there should be at least 3 feet compacted fill below the bottom of the residential footings and 5 feet below the bottom of the for structures greater than 2 stories or other heavily loaded structures. h) Any loosening of reworked or native material, consequent to the passage of construction traffic, weathering, etc., should be re- compacted to future construction. i) Any surface or subsurface obstructions, or any variation of site materials or conditions encountered during grading should be brought immediately to the attention of the Geotechnical Engineer for proper exposure, removal or processing, as directed. j) No underground obstructions should remain in any structural areas. Depressions and/or cavities created as a result of the removal of obstructions should be backfilled properly with suitable materials, and compacted. k) No further remedial action is anticipated as a result of the means and method of abandonment of the golf water transfer pipe, subject to additional field review during construction. 12.2.2 Material Selection After the site has been stripped of any debris, vegetation and organic soils, excavated on-site soils are considered satisfactory for reuse in the construction of on-site fills, with the following provisions: SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 13 a) No organic contents are permitted in the fill; b) Large size rocks or concrete pieces greater than 8 inches in diameter should not be incorporated in compacted fill; c) Rocks or concrete pieces greater than 4 inches in diameter should not be incorporated in compacted fill to within 1 foot of the underside of the footings and slabs. 12.2.3 Compaction Requirements a) Reworking/compaction shall include significant moisture conditioning as needed to bring the soils to slightly above the optimum moisture content. All reworked soils and structural fills should be densified to achieve at least 90 percent relative compaction with reference to laboratory compaction standard. The optimum moisture content and maximum dry density should be determined in the laboratory in accordance with ASTM Test Designation D1557. b) Fill should be compacted in lifts not exceeding 8 inches (loose). 12.2.4 Excavating Conditions a) Excavation of on-site materials may be accomplished with standard earthmoving or trenching equipment. b) Free groundwater was not encountered to the depths explored. Dewatering is not anticipated. 12.2.5 Shrinkage a) For preliminary earthwork calculation, an average shrinkage factor of 15 percent is recommended for the soils in the southwest area and 7 percent in the northeast area (this does not include handling losses) based on the results of the laboratory tests. b) However, we understand that the contractor, during t he October 2019 grading experienced up to 25 percent shrinkage. Actual shrinkage rates should be verified by the grading contractor when estimating site balance conditions. c) No shrinkage is anticipated for the recently placed fill. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 14 12.2.6 Subsidence However, considering the implementation of mitigating measures to replenish the ground water in the Coachella Valley, the recommended over-excavation, thickened slab with extra reinforcement and heavy watering of the bottom of the over-excavation, the effects of the subsidence are anticipated to be not significant. 12.2.7 Expansion Potential a) Based upon visual observation, the expansivity of the site soils is considered to be low. b) The soil expansion potential for subgrade soils should be determined during the final stages of rough grading. 12.2.8 Sulphate Content a) The sulphate content of representative samples of the subgrade soil ranged from 0.016 to 0.2986. The sulphate exposure is considered severe in accordance with the California Building Code. However, since the testing was conducted, several areas have been graded changing the final sulphate content of thre subgrade soils. b) The fill materials should be tested for their sulphate content during the final stage of rough grading. 12.2.9 Utility Trenching a) The walls of temporary construction trenches in fill should stand nearly vertical, with only minor sloughing, provided the total depth does not exceed 3 feet (approximately). Shoring of excavation walls or flatt ening of slopes may be required if greater depths are necessary. b) Trenches should be located so as not to impair the bearing capacity or to cause settlement under foundations. As a guide, trenches should be clear of a 45-degree plane, extending outward and downward from t he edge of foundations. Shoring should comply with Cal-OSHA regulations. c) Existing soils may be utilized for trenching backfill, provided they are free of organic materials. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 15 d) All work associated with trench shoring must conform to the state and federal safety codes. 12.2.10 Construction Cut a)As a general rule, any construction cut may be made at a gradient of 1:1 (horizontal:vertical) with the lower 3 feet being vertical. The construction cut should be observed by a geotechnical engineer. b)Any adverse conditions exposed during the excavation will be evaluated by the geotechnical engineer and mitigating recommendations, if required, will be provided with due consideration given to the exposed geologic conditions including bedding and depth of the excavation. c)In the event, sufficient space is not available for the construction cut, shoring may be required. Cantilevered shoring should be used. The lateral force and the passive resistance required to design the shoring are provided in Section 9.5. The shoring caissons should be designed and installed using these parameters. The shoring installation should be observed by a geotechnical engineer. 12.2.11 Surface Drainage Provisions a)Positive surface gradients should be provided adjacent to the buildings to direct surface water run-off away from structural foundations and to suitable discharge facilities. b)In accordance with CBC, the ground adjacent to the foundation should be sloped away at gradient of 5 percent. If the ground adjacent to the residence is covered with impervious material, the area adjacent to the foundations may be sloped away at 2 percent gradient. c)The CBC recommendations may be overridden by any recommendations by the project civil engineer to comply with ADA requirements or drainage requirements. 12.2.12 Grading Control a)All grading and earthwork should be performed under the observation of a Geotechnical Engineer to achieve proper subgrade preparation, selection of satisfactory materials, placement, and compaction of structural fill. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 16 b)Sufficient notification prior to stripping and earthwork construction is essential to make certain that the work will be adequately observed and tested. 12.3 Slab-on-Grade a)Concrete floor slabs may be founded on the reworked existing soils or compacted fill. The subgrade should be proof-rolled just prior to construction to provide a firm, unyielding surface, especially if the surface has been loosened by the passage of construction traffic. b)The slab-on-grade should be underlain by 4-inch thick granular material as required by the 2016 California Building Code. A plastic vapor barrier is recommended to be placed at the mid-height of the SAND. However, the granular material may be eliminated if a heavy-duty vapor barrier similar to Stego wrap or equivalent is used over the on-site sandy soils. Additional subgrade underlayment may be proposed by a structural engineer and approved subject to review by a geotechnical engineer. c)Use a subgrade modulus of 100 lb/in3. Concrete pavement should be designed and constructed in accordance with the recommendations provided in Section 12.6. d) It is recommended that #4 bars on 16-inch center, both ways or equivalent be provided as minimum reinforcement in slabs-on-grade. Joints should be provided and slabs should be at least 5 inches thick. The slab thickness and the concrete strength may be further increased to reduce the effects of the subsidence if determined necessary by the structural and geotechnical engineers. e)The FFL should be at least 6 inches above highest adjacent grade, where feasible. f)The subgrade should be kept moist prior to the concrete pour. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 17 12.4 Spread Foundations The proposed structures can be founded on shallow spread footings. The criteria presented below should be adopted: 12.4.1 Dimensions/Embedment Depths Footings Minimum Width (ft) Minimum Embedment Below Lowest Finished Surface (ft) 1-story Wall Footings 1.0 1.5 – Perimeter 1.0 – Interior 2-story Wall Footings 1.25 2.0 – Perimeter 1.5 – Interior 3-story Wall Footings 1.5 2.5 – Perimeter 2.0 – Interior Column Footings (up to 50 kips) 2.0 2.0 Column Footings (51 to 150 kips) 2.5 2.5 12.4.2 Allowable Bearing Capacity The following allowable bearing capacity used a factor of safety of 3. Embedment Depth (ft) Allowable Bearing Capacity (lb/ft2) 1.0 2,000 (Notes: The allowable bearing capacity may be increased by 600 lb/ft 2 for each additional foot increase in the depth and 200 lb/ft 2 for each additional foot increase in the width. The maximum allowable bearing capacity should not exceed 4,000 lb/ft2; These values may be increased by one-third in the case of short-duration loads, such as induced by wind or seismic forces; In the event that footings are founded in structural fills consisting of imported materials, the allowable bearing capacities will depend on the type of these materials, and should be re-evaluated; Planter areas should not be sited adjacent to walls; SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 18  Footing excavations should be observed by the Geotechnic al Engineer;  Footing excavations should be kept moist prior top the concrete pour;  It should be insured that the embedment depths do not become reduced or adversely affected by erosion, softening, planting, digging, etc.) 12.4.3 Settlements Total and differential settlements under spread footings are expected to be within tolerable limits and are not expected to exceed 1 inch and ¾ inches over horizontal span of 40 feet, respectively. 12.5 Lateral Pressures a) The following lateral pressures are recommended for the design of retaining structures. Lateral Force Soil Profile Pressure (lb/ft2/ft depth) Unrestrained Wall Rigidly Supported Wall Active Pressure Level 34 - At-Rest Pressure Level - 64 Passive Resistance (ignore upper 1.5 ft.) Level 300 - b) Friction coefficient: 0.35 (includes a Factor of Safety of 1.5). While combining friction with passive resistance, reduce passive by 1/3. c) A seismic pressure of 25 lb/ft 2/ft depth distributed as an inverted triangle with the resultant acting at 0.6H from the base may be considered during the design of the retaining walls greater than 6 feet in retained height. d) These values apply to the existing soil, and to compacted backfill generated from in-situ material. Imported material should be evaluated separately. It is recommended that where feasible, imported granular backfill be utilized, for a width equal to approximately one-quarter the wall height, and not less than 1.5 feet. e) Backfill should be placed under engineering control. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 19 f) Subdrains comprised of 4-inch perforated (holes facing downward) Schedule-40 PVC pipe covered in a minimum of one cubic foot per linear foot of filter rock and wrapped in Mirafi 140N filter fabric should be provided behind retaining walls. The installation of all subdrains, including pipe connections, joints and finalized outlets, must be observed by the Geotechnical Engineer prior to backfill. 12.6 Pavement Design The following recommendations provide for both asphalt and concrete pavements. Also, we understand that a pro prietary product Grasspave2 will also be installed at a few locations which will experience emergency vehicle traffic. The emergency vehicles can weigh as high as 80,000 lbs, however, the frequency or number of passes is anticipated to be no more than once a month. The design traffic index (T.I.) considers the not only the weight (number of axles) of the vehicles but also the number of passes. 12.6.1 Asphalt Pavement Section a) Based on Traffic Indices (T.I) and on the anticipated “R” – Value of 50 of the subgrade, the following tentative structural pavement sections are recommended. An equivalent subgrade modulus is 100 lb/in3. Location T.I. Asphalt Concrete (inch) Aggregate Base (inch) Golf Carts - 4.0 - Emergency Vehicles - 6.0 - Automobiles 5.0 3.0 4.0 Drive Way (light traffic) 6.0 3.0 4.5 Drive Way (moderate traffic) 7.5 4.0 6.0 b) The subgrade soils should be tested for R-Value at the conclusion of rough grading and the pavement sections should be finalized then, if necessary. 12.6.2 Concrete Pavement Sections a) For the following Traffic Indexes and based on the “R”- Value 50, the following structural concrete pavement sections are recommended. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 20 Location T.I. Portland Cement Concrete (inch) Aggregate Base (inch) Golf Carts - 4.0 - Emergency Vehicles - 6.0 - Automobiles 5.0 6.0 4.0 Drive Way (light traffic) 6.0 6.0 4.0 Drive Way (moderate traffic) 7.5 5.0 4.0 b) The subgrade soils should be tested for R-Value at the conclusion of rough grading and the pavement sections should be finalized then, if necessary. c) As with any Portland Cement Concrete, minor thermal cracks should be anticipated. 12.6.3 Subgrade Preparation a) All pavement areas shall be inspected, tested for compaction requirements, reworked where required and approved immediately prior to the placement of aggregate base. b) Subgrade soils within the upper 12 inches of finished grade shall be moisture-conditioned where necessary, shall be compacted to at least 90 percent relative compaction per ASTM D1557. For the areas where no base has been recommended, the minimum relative compaction should be 95 percent. 12.6.4 Base Preparation Unless otherwise specified, the base shall consist of Class II ¾-inch aggregate base or approved Crushed Miscellaneous Base. The base sha ll be compacted to a minimum of 95 percent relative compaction in accordance with the procedures described in ASTM Test Method D1557. 12.6.5 Grasspave2 The review of the manufacturer’s specifications for the Grasspave2 product, it is our geotechnical opinion that the Grasspave2 is considered suitable to support the EVA provided the installation is conducted in accordance with the manufacturer’s recommendations. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 21 12.7 Swimming Pool and Spa a) Several pools, spas and water bodies have been proposed throughout the project site. Several borings ranging on depth from 25 to 50 feet were drilled within the general vicinity of the water bodies. The logs of borings are enclosed in Appendix B. b) In general, the soils within the upper 10 feet were consist ent throughout all the borings and consisted of Silty SAND/Sandy SILT. All the borings except B-1 encountered 3 to 6 feet thick fill layer underlain by native alluvium. c) As stated above, the soils at the bottom of the water bodies are not sufficiently dense to support the bodies. We recommend that the subgrade soils below the bottom of the water bodies should be over -excavated to a depth of 18 inches and replaced with compacted fill. d) For the design of the pool, use an allowable bearing capacity o f 1,500 lb/ft2 at 1-foot depth in accordance with the 2016 California Building Code. e) Use an equivalent fluid pressure of 65 lb/ft3 for the pool walls supporting an expansive level backfill. The coefficient of friction is 0.35. f) We anticipate the total and the differential settlement on the order of ¾ inches and ½ inch over a horizontal distance of 30 feet, respectively. g) The subgrade soils have sulphate contents greater than 0.2 percent. The sulphate exposure is considered Severe. The project structural engineer should be notified about the high sulphate content. h) The pool and spa excavation should be observed by the Geotechnical Engineer/Engineering Geologist. 12.8 Other Improvements a) For site improvements such as low height planter walls, the minimum footing width should be 1 foot and minimum embedment should be 1 foot. The footings should be reinforced with at least two #4 bars, one at the top and one at the bottom. The reinforcement should be determined by the project structural engineer. Use an allowable bearing capacity of 1,500 lb/ft2. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 22 b) Slab-on-grade such as stone paving base, Turfblock base, pool deck and concrete sidewalks which are not associated with the main structures should be at least 4 inches thick and may be reinforced with #3 bars on 12 inches center bothways. If not reinforced, minor thermal cracks should be anticipated. The slab should be supported by compacted fill soils. 12.9 Seismic Coefficients For seismic analysis of the proposed project in accorda nce with the provisions of ASCE 7-10: ITEM VALUE Site Latitude (Decimal-degrees) 33.6694 Site Longitude (Decimal-degrees) -116.2771 Site Class D Seismic Design Category D Mapped Spectral Response Acceleration-Short Period (0.2 Sec) - SS 1.5 Mapped Spectral Response Acceleration-1 Second Period – S1 0.65 Short Period Site Coefficient-Fa 1.0 Long Period Site Coefficient Fv 1.5 Adjusted Spectral Response Acceleration @ 0.2 Sec. Period (Sms) 1.5 Adjusted Spectral Response Acceleration @ 1Sec.Period (Sm1) 0.975 Design Spectral Response Acceleration @ 0.2 Sec. Period (SDs) 1.0 Design Spectral Response Acceleration @ 1-Sec. Period (SD1) 0.65 12.10 Soil Corrosion Potential a) Soil Corrosion potential for metal and concrete was estimated by performing water-soluble sulfate, chloride, pH, and elect rical resistivity tests during this investigation. b) Electrical resistivity is a measure of soil resistance to the flow of corrosion currents. Corrosion currents are generally high in low resistivity soils. The electrical resistivity of a soil decreases primarily with an increase in its chemical and moisture contents. A commonly accepted correlation between electrical resistivity and corrosivity for buried ferrous metals is presented below: SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 23 Electrical Resistivity, Ohm-cm Corrosion Potential Less than 1,000 Severe 1,000-2,000 Corrosive 2,000-10,000 Moderate Greater than 10,000 Mild c)Results of electrical resistivity tests indicate a minimum resistivity ranging from 356 to 2,525 ohm-cm. Based on this data, it is our opinion that, in general, on-site soils have a Severe corrosion potential. This potential should be considered in design of underground metal pipes. 13. ENVIRONMENTAL CONCERNS We reviewed the Phase I Environmental Site Assessment, Silver Rock Resort, NWC Avenue 54 and Jefferson Street, La Quinta, California report dated July 15, 2014 prepared by Sladden Engineering. The report concluded that no Radon or any Volatile Organic Compounds were found which could affect the site development. 14. LIMITATIONS a)Soils and bedrock over an area show variations in geological structure, type, strength and other properties from what can be observed sampled and tested from specimens extracted from necessarily limited exploratory borings. Therefore, there are natural limitations inherent in making geologic and soil engineering studies and analyses. Our findings, interpretations, analyses and recommendations are based on observation, laboratory data and our professional experience; and the projections we make are professional judgments conforming to the usual standards of the profession. No other warranty is herein expressed or implied. b)In the event, that during construction, conditions are exposed which is significantly different from those described in this report, they should be brought to the attention of the Geotechnical Engineer. c)The recommendations provided in this report are intended to minimize the potential of distress to the structures caused by the subgrade soils. However, it should be noted that certain amount of distress to the existing and proposed improvements of the slab is unavoidable and should be anticipated during the lifetime of the existing and the proposed structures. SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 24 The opportunity to be of service is sincerely appreciated. If you have any questions or if we can be of further assistance, please call. Very truly yours, GLOBAL GEO-ENGINEERING, INC. Mohan B. Upasani Kevin B. Young Principal Geotechnical Engineer Principal Engineering Geologist RGE 2301 CEG 2253 (Exp. March 31, 2021) (Exp. October 31, 2021) Enclosures: Location Map - Figure 1 Seismicity Map - Figure 2 Terms and Conditions References - Appendix A Field Exploration - Appendix B Unified Soils Classification System Figure B-1 Logs of Borings Figures B-2 through B-10 Laboratory Testing - Appendix C Geotechnical Plan - Plate 1 SilverRock Phase I, LLC October 2, 2019 (Revised July 22, 2020) Project 8227-04 Page 25 TERMS AND CONDITIONS OF AUTHORIZATION Consultant shall serve Client by providing professional counsel and technical advice regarding subsurface conditions consistent with the scope of services agreed-to between the parties. Consultant will use his professional judgment and will perform his services using that degree of care and skill ordinarily exercised under similar circumstances, by reputable foundation engineers and/or engineering geologists practicing in this or similar localities.  In assisting Client, the Consultant may include or rely on information and drawings prepared by others for the purpose of clarification, reference or bidding; however, by including the same, the Consultant assumes no responsibility for the information shown thereon and Client agrees that Consultant is not responsible for any defects in its services that result from reliance on the information and drawings prepared by others. Consultant shall not be liable for any incorrect advice; judgment or decision based on any inaccurate information furnished by the Client or any third party, and Client will indemnify Consultant against claims, demands, or liability arising out of, or contribute to, by such information.  Unless otherwise negotiated in writing, Client agrees to limit any and all liability, claim for damages, cost of defense, or expenses to be levied against Consultant on account of design defect, error, omission, or professional negligence to a sum not to exceed ten thousand dollars or charged fees whichever is less. Further, Client agrees to notify any construction contractor or subcontractor who may perform work in connection with any design, report, or study prepared by Consultant of such limitation of liability for design defects, errors, omissions, or professional negligence, and require as a condition precedent to their performing the work a like limitation of liability on their part as against the Consultant. In the event the Client fails to obtain a like limitation of liability provision as to design defects, errors, omissions or professional negligence, any liability of the Client and Consultant to such contractor or subcontractor arising out of a negligence shall be allocated between Client and Consultant in such a manner that the aggregate liability of Consultant for such design defects to all parties, including the Client shall not exceed ten thousand dollars or charged fees whichever is less. No warranty, expressed or implied of merchantability or fitness, is made or intended in connection with the work to be performed by Consultant or by the proposal for consulting or other services or by the furnishing of oral or written reports or findings made by Consultant.  The Client agrees, to the fullest extent permitted by law, to indemnify, defend and hold harmless the Consultant, its officers, directors, employees, agents and subconsultants from and against all claims, damages, liabilities or costs, including reasonable attorney’s fees and defense costs, of any nature whatsoever arising from or in connection with the Project to the extent that said claims, damages, liabilities or costs arise out of the work, services, or conduct of Client or Client’s contractors, subconsultants, or other third party not under Consultant’s control. Client further agrees that the duty to defend set forth herein arises immediately and is not contingent on a finding of fault against Client or Client’s contractors, subconsultants, or other third parties. Client shall not be obligated under this provision to indemnify Consultant for Consultant’s sole negligence or willful misconduct.  Client shall grant free access to the site for all necessary equipment and personnel and Client shall notify any and all possessors of the project site that Client has granted Consultant free access to the project site at no charge to Consultant unless expressly agreed to otherwise in writing.  If Client is not the property owner for the subject Project, Client agrees that it will notify the property owner of the terms of this agreement and obtain said property owner’s approval to the terms and conditions herein. Should Client fail to obtain the property owner’s agreement as required herein, Client agrees to be solely responsible to Consultant for all damages, liabilities, costs, including litigation fees and costs, arising from such failure that exceed that limitation of Consultant’s liability herein.  Client shall locate for Consultant and shall assume responsibility for the accuracy of his representations as to the locations of all underground utilities and installations. Consultant will not be responsible for damage to any such utilities or installation not so located.  Client and Consultant agree to waive claims against each other for consequential damages arising out of or relating to this agreement. Neither party to this agreement shall assign the contract without the express, written consent of the other party.  Consultant agrees to cover all open test holes and place a cover to carry a 200-pound load on each hole prior to leaving project site unattended. Consultant agrees that all test holes will be backfilled upon completion of the job. However, Client may request test holes to remain open after completion of Consultants work. In the event Client agrees to pay for all costs associated with covering and backfilling said test holes at a later date, and Client shall indemnify, defend and hold harmless Consultant for all claims, demands and liabilities arising from his request, except for the sole negligence of the Consultant, to the extent permitted by law.  Consultant shall not be responsible for the general safety on the job or for the work of Client, other contractors and third parties.  Consultant shall be excused for any delay in completion of the contract caused by acts of God, acts of the Client or Client’s agent and/or contractors, inclement weather, labor trouble, acts of public utilities, public bodies, or inspectors, extra work, failure of Client to make payments promptly, or other contingencies unforeseen by Consultant and beyond reasonable control of the Consultant.  In the event that either party desires to terminate this contract prior to completion of the project, written notification of such intention to terminate must be tendered to the other party. In the event Client notifies Consultant of such intention to terminate Consultant’s services prior to completion of the contract, Consultant reserves the right to complete such analysis and records as are necessary to place files in order, to dispose of samples, put equipment in order, and (where considered necessary to protect his professional reputation) to complete a report on the work performed to date. In the event that Consultant incurs cost in Client’s termination of this Agreement, a termination charge to cover such cost shall be paid by Client.  If the Client is a corporation, the individual or individuals who sign or initial this Contract, on behalf of the Client, guarantee that Client will perform its duties under this Contract. The individual or individuals so signing or initialing this Contract warrant that they are duly authorized agents of the Client.  Any notice required or permitted under this Contract may be given by ordinary mail at the address contained in this Contract, but such address may be changed by written notice given by one party to the other from time to time. Notice shall be deemed received in the ordinary course of the mail. This agreement shall be deemed to have been entered into the County of Orange, State of California. LIMITATIONS Our findings, interpretations, analyses, and recommendations are professional opinions, prepared and presented in accorda nce with generally accepted professional practices and are based on observation, laboratory data and our professional experience. Consultant does not assume responsi bility for the proper execution of the work by others by undertaking the services being provided to Client under this agreement and shall in no way be responsible for the deficiencies or defects in the work performed by others not under Consultant’s direct control. No other warranty herein is expressed or implied. Project 8227-04 APPENDIX A References 1. Blake, T. F., 2000, EQFAULT, A Computer Program for the Deterministic Prediction of Peak Horizontal Acceleration from Digitized California Fault Users Manual and Program, 79pp; 2. California Department of Water Resources, Retrieved August 21, 2019 Water Data Library, Historical Data Map Interface (internet website); 3. California Division of Mines and Geology, 2000, Digital Images of Official Maps of Alquist- Priolo Earthquake Fault Zones, Southern Region; 4. California Office of Statewide Health Planning and Development, Seismic Design Maps Web Tool, ASCE 7-10 Standard; 5. Dibblee, Thomas W. and Minch, J.A., 2008, Geologic Map of the Palm Desert & Coachella 15-Minute Quadrangles, Riverside County, California, Dibblee Foundation Map DF-373; 6. Landmark Geo-Engineers and Geologists – Geotechnical Investigation Report, Silver Rock Ranch, Phase 1A and 1B, LA Quinta, California dated December 5, 2003; 7. Landmark Geo-Engineers and Geologists – Rough Grading Completion Report, Silver Rock Resort, LA Quinta, California Project No. LP01009 dated September 15, 2004; 8. Sladden Engineering, July 15, 2014, Phase I Environmental Assessment, Proposed Silver Rock Resort, NWC Avenue 54 and Jefferson Street, La Quinta, California Project No. 544- 14059; 9. Sladden Engineering, February 10, 2017, Geotechnical Investigation, Silver Rock Resort Complex, SWC Avenue 52 & Jefferson Street, La Quinta, California Project No. 544-14059; 10. Sladden Engineering, June 14, 2017, Supplemental Rockfall Hazard Analysis, Proposed SilverRock Golf Course Spa Building, SilverRock Golf Course Resort, 79179 Ahmanson Lane, La Quinta, California Project No. 544-16317; 11. Sladden Engineering, January 30, 2020 (Revised March 2, 2020) Report of Observations and Testing Performed During Mass Grading: Montage Hotels & Spa and Montage Hotel Valet Parking Lot (PA2), Montage Residences (PA3), Conference Center and Shared Services – OCC (PA4), Pendry Hotel (PA5), Pendry Residences (PA6), Golf Club and Bungalows (PA10A) and City of La Quinta Venue Site Project No. 544-14059 9-10-456; 12. Sladden Engineering, February 25, 2020, Lake Equalizer Line Abandonment, SilverRock Resort, Phase I _ Mass Grading, La Quinta, California Project No. 544-14059; 13. U.S. Geological Survey, 1959 photorevised 1980, 15-Minute Series Topographic Map, La Quinta, California Quadrangle. Project 8227-04 APPENDIX B Field Exploration a) The site was explored on August 6 and 7, 2019, utilizing a hollow stem drill rig to excavate nine borings to a maximum depth of 50 feet below the existing ground surface. The borings were subsequently backfilled. b) The soils encountered in the excavations were logged and sampled by our Engineering Geologist. The soils were classified in accordance with the Unified Soil Classification System described in Figure B-1. The Logs of Borings are presented as Figures B-2 through B-10. Logs of borings drilled during the prior investigations are also enclosed. Approximate boring locations are shown on Geotechnical Plan, Plate 1. The logs, as presented, are based on the field logs, modified as required from the results of the laboratory tests. Driven ring and bulk samples were obtained from the excavations for laboratory inspection and testing. The depths at which the samples were obtained are indicated on the logs. c) The number of blows of the driving weight during sampling was recorded, together with the depth of penetration, the driving weight and the height of fall. The blows required per foot of penetration for given samp les was then calculated and shown on the logs. d) Water seepage was encountered at a depth of 18 feet below ground surface in Boring B-5. No free groundwater was encountered within any of the boring excavations. e) Caving occurred in the borings to the depths noted on the logs. UNIFIED SOILS CLASSIFICATION (ASTM D-2487) PRIMARY DIVISION GROUP SYMBOL SECONDARY DIVISIONS COARSE GRAINED SOILS More than half of materials is larger than #200 sieve size GRAVELS More than half of coarse fraction is larger than #4 sieve Clean Gravels (<5% fines) GW Well graded gravels, gravel-sand mixture, little or no fines GP Poorly graded gravels or gravel-sand mixtures, little or no fines Gravel with Fines GM Silty gravels, gravel-sand-silt mixture. Non-plastic fines. GC Clayey gravels, gravel-sand-clay mixtures. Plastic fines SANDS More than half of coarse fraction is smaller than #4 sieve Clean Sands (<5% fines) SW Well-graded gravels, gravel-sand mixtures, little or no fines. SP Poorly graded sands or gravelly sands, little or no fines. Sands with Fines SM Silty sands, sand-silt mixtures. Non-Plastic fines. SC Clayey sands, sand-clay mixtures. Plastic fines. FINE GRAINED SOILS More than half of material is smaller than #200 sieve size SILTS AND CLAYS LIQUID LIMIT IS LESS THAN 50 ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts, with slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays. OL Organic silts and organic silty clays of low plasticity. SILTS AND CLAYS LIQUID LIMIT IS GREATER THAN 50 MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. CH Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity, organic silts. Highly Organic Soils PT Peat and other highly organic soils. CLASSIFICATION BASED ON FIELD TESTS CLASSIFICATION CRITERIA BASED ON LAB TESTS PENETRATION RESISTANCE (PR) Sands and Gravels Relative Density Blows/foot Very loose 0-4 Loose 4-10 Medium Dense 10-30 Dense 30-50 Very Dense Over 50 Clays and Silts Consistency Blows/foot* Strength** Very Soft 0-2 0-½ Soft 2-4 ¼-½ Firm 4-8 ½-1 Stiff 8-15 1-2 Very Stiff 15-30 2-4 Hard Over 30 Over 4 *Numbers of blows of 140 lb hammer falling 30 inches to drive a 2-inch O.D. (1 3/8 in. I.D.) Split Barrel sampler (ASTM-1568 Standard Penetration Test) **Unconfined Compressive strength in tons/sq. ft. Read from pocket penetrometer Liquid Limit Plasticity chart for laborator y Classification of Fine-grained soils 0 10 20 30 40 50 60 70 80 90 100 60 50 40 30 20 10 0 Plasticity Index Comparing soils at equal liquid limit Toughness and dry strength increase with increasing plasticity index Fines (Silty or Clay) Fine Sand Medium Sand Coarse Sand Fine Gravel Coarse Gravel Cobbles Boulders Sieve Sizes 200 40 10 4 ¾” 3” 10” GW and SW – Cu= D60/D10 greater than 4 for GW and 6 for SW; Cc = (D30) 2/D10x D60 between 1 and 3 GP and SP – Clean gravel or sand not meeting requirement for GW and SW GM and SM – Atterberg limit below “A” line or P.I. less than 4 GC and SC – Atterberg limit above “A” line P.I. greater than 7 CLASSIFICATION OF EARTH MATERIAL IS BASED ON FIELD INSPECTION AND SHOULD NOT BE CONSTRUED TO IMPLY LABORATORY ANALYSIS UNLESS SO STATED. CL CL CL-ML OH Or MH OL or ML ML CH GEOLOGIC AND SOILS ENGINEERING, IRVINE, CALIFORNIA Southwest Corner Avenue 52 and Jefferson Street La Quinta, California Date: July 2020 Project No.: 8227-04 Figure No.: B-1 Logs of Borings Landmark Geo-Engineers and Geologists - 2003 Logs of Borings Sladden Engineering - 2017 Project 8227-04 APPENDIX C Laboratory Testing Program The laboratory-testing program was directed towards providing quantitative data relating to the relevant engineering properties of the soils. Samples considered representative of site conditions were tested as described below. Laboratory test results from the prior investigations are also enclosed. a) Moisture-Density Moisture-density information usually provides a gross indication of soil consistency. Local variations at the time of the investigation can be delineated, and a correlation obtained between soils found on this site and nearby sites. The dry unit weights and field moisture contents were determined for selected samples. The results are shown on the Logs of Borings. b) Compaction Representative soil samples were tested in the laboratory to determine the maximum dry density and optimum moisture content, using the ASTM D1557 compaction test method. This test procedure requires 25 blows of a 10-pound hammer falling a height of 18 inches on each of five layers, in a 1/30 cubic foot cylinder. The results of the tests are presented below: Boring No. Sample Depth (ft) Soil Description Optimum Moisture Content (%) Maximum Dry Density (lb/ft3) B-1 1-3 Sandy SILT 14.1 115.2 B-5 1-3 SAND/Silty SAND 12.3 117.0 Appendix C Project 8227-04 Page 31 c) Direct Shear Direct shear tests were conducted on remolded samples, using a direct shear machine at a constant rate of strain in accordance with ASTM Test Method D3080. Variable normal or confining loads are applied vertically and the soil shear strengths are obtained at these loads. The angle of internal friction and the cohesion are then evaluated. The sample s were tested at saturated moisture contents. The test results are shown in terms of the Coulomb shear strength parameters, as shown below: d) Corrosivity Series Tests Corrosivity Tests were performed on a representative sample. Soluble sulphate was obtained in accordance with California State Standard Test No. 417A and minimum resistivity was obtained per California State Standard Test No. 643C. The results are given in the following table: Boring No. Sample Depth (ft) Soil Description pH Sulphate Content (%) Soluble Chlorides (%) Minimum Resistivity (ohm-cm) B-1 1-3 Sandy SILT 8.1 0.2986 0.1234 356 B-5 1-3 SAND/Silty SAND 8.4 0.0160 0.0056 2,525 Boring No. Sample Depth (ft) Soil Description Coulomb Cohesion (lb/ft2) Angle of Internal Friction () Peak/ Residual B-1 1-3 Sandy SILT 250 200 28 28 Peak Residual Laboratory Test Results Landmark Geo-Engineers and Geologists - 2003 Laboratory Test Results Sladden Engineering - 2017 ALL AMERICAN CANALSILVERROCK WAYJEFFERSON STREET AVENUE 52AVENUE 54GLOBAL GEO-ENGINEERING, INCGEOTECHNICAL PLANSILVERROCK RESORTSWC AVENUE 52 AND JEFFERSON STREETLA QUINTA, CALIFORNIASCALE4000400FEET800GEOTECHNICAL PLANPROJECT NO.: 8227-04DATE: JULY 2020PLATE NO.: 1KEYBORINGS DRILLED BY LANDMARK (2003)BL-17PERCOLATION BORINGS DRILLED BY LANDMARK (2003) PL-4BORINGS DRILLED BY SLADDEN (2017)BS-9BORINGS DRILLED BY GLOBAL GEO (2019)BG-9LIMITS OF GRADING OBSERVED BY LANDMARK (2004)GL-5LIMITS OF GRADING OBSERVED BY SLADDEN (2019)GS-5BL-5BL-6BL-7BL-4BL-3BL-14BL-15BL-12BL-16BL-17BL-10BL-8BL-9BL-11BL-2BL-1BL-13PL-4PL-2PL-1PL-3BS-1BS-2BS-4BS-3BS-5BS-6BS-7BG-1BG-2BG-3BG-4BG-5BG-7BG-6BG-8BG-9GL-1GL-1GL-1GL-2GL-2GL-4GL-4GL-2GL-2GL-5GL-3GL-3GL-3GL-3GS-4GS-5GS-2GS-2GS-3GS-3GS-3GS-3GL-1GL-4GS-1 Whitewater River Region WQMP Conference & Shared Services 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. The site will sheet flow toward recharge basins based on its respective drainage area. This project will 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. 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 Conference & Shared Services 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 Conference & Shared Services 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 Conference & Shared Services Appendix I PROJECT-SPECIFIC WQMP SUMMARY DATA FORM Project-Specific WQMP Summary Data Form Applicant Information Name and Title Todd Pitner, P.E., Project Manager Company Michael Baker International Phone 760 346-7481 Email Todd.Pitner@mbakerintl.com Project Information Project Name (as shown on project application/project-specific WQMP) Conference & Shared Services (PM 37207) Street Address 79-179 Ahmanson Lane, La Quinta, CA 92253 Nearest Cross Streets SE 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) 777-490-043 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 x Commercial or Industrial ≥ 100,000 sq. ft. Automotive repair shop Retail Gasoline Outlet disturbing > 5,000 sq. ft. Restaurant disturbing > 5,000 sq. ft. Home subdivision ≥ 10 housing units x Parking lot ≥ 5,000 sq. ft. or ≥ 25 parking spaces Date Project-Specific WQMP Submitted August 2021 Size of Project Area (nearest 0.1 acre) 6.97 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) 6.97 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 343 Forth Avenue City San Diego, CA Zip Code 92101 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