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WQMP2021-0003Whitewater River Region WQMP Project Specific Final Water Quality Management Plan For: SilverRock Resort (PM 37730) — Montage Residential 79-179 Ahmanson Lane, La Quinta, CA 92253 DEVELOPMENT NO. PM 37730 DESIGN REVIEW NO. - Prepared for: SilverRock Phase 1, LLC Robert S. Green, Jr. 343 4th Avenue San Diego, CA 92101 Telephone: 760-634-6543 �oQROFv SS10N\ Prepared by: W a No.84306 m Prasad Kasturi, P.E. Project Manager °C ExP•09/30/21 Michael Baker International 75410 Gerald Ford Drive, Suite 100 ��F OF v l�- Palm Desert, CA 92211 Telephone: 760-346-7481 Original Date Prepared: May 12, 2021 Revision Date(s): June 12, 2021 Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 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. LA SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS................................. 11 V. LB TREATMENT CONTROL BMPS................................................................................ 17 V. LC MEASURABLE GOAL SUMMARY............................................................................. 19 V.2 SOURCE CONTROL BMPS................................................................................................. 20 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES ............................................ 23 VA REGIONALLY -BASED BMPS.............................................................................................23 VI. Operation and Maintenance Responsibility for BMPs..........................................................24 VH. Funding..........................................................................................................................................26 TABLES TABLE 1. POLLUTANT OF CONCERN SUMMARY 7 TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT OF CONCERN REMOVAL EFFICIENCY 10 TABLE 3. IMPLEMENTATION OF SITE DESIGN BMP CONCEPTS 12 TABLE 4. LID/SITE DESIGN BMPS MEETING THE LID/SITE DESIGN MEASURABLE GOAL 16 TABLE 5: TREATMENT CONTROL BMP SUMMARY 18 TABLE 6: MEASURABLE GOAL SUMMARY 19 TABLE 7. SOURCE CONTROL BMPS 20 APPr1vnic F.Q A. CONDITIONS OF APPROVAL — CITY COUNCIL RESOLUTION No. 2017-056, DATED: 11/07/2017 B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDROLOGIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS E. SOILS REPORT (IF APPLICABLE) — BY: SLADDEN ENGINEERING, REPORT No. 544-14059/18-04-187, DATED: 11 / 12/2018 F. STRUCTURAL BMP AND/OR RETENTION FACILITY SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS — CC&RS, COVENANT AND AGREEMENTS, BMP MAINTENANCE AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT — SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS I. PROJECT -SPECIFIC WQMP SUMMARY DATA FORM May 2021 1-i Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 I. Project Description Project Owner: SilverRock Phase 1, LLC 343 41h Avenue San Diego, CA 92101 Phone: 760-634-6543 WQMP Preparer: Michael Baker International 75410 Gerald Ford Drive, Suite 100 Palm Desert, CA 92211 Phone: 760-346-7481 Project Site Address: 79-179 Ahmanson Lane, La Quinta, CA 92253 Planning Area/ Coachella Valley Planning Area Community Name/ City of La Quinta Development Name: Montage Residential APN Number(s): 777-490-038, 776-150-028 Latitude & Longitude: 33.671293,-116.284681 Receiving Water: Coachella Valley Stormwater Channel Project Site Size: 12.6 Acres Standard Industrial Classification (SIC) Code: 1521 (denotes a residential project) Formation of Home Owners' Association (HOA) or Property Owners Association (POA): Y ® N ❑ May 2021 1-1 Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 Additional Permits/Approvals required for the Project: AGENCY Permit required State Department of Fish and Wildlife, Fish and Game Code § 1602 Streambed Alteration Agreement Y ❑ NX 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 ❑ NX 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❑ May 2021 1-2 Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 OWNER'S CERTIFICATION This project -specific Water Quality Management Plan (WQMP) has been prepared for: The SilverRock. Phase 1, LLC by Michael Baker International for the project known as Montage Residential (PM 37730) at 79-179 Ahmanson Lane, La Quinta, CA 92253 This WQMP is intended to comply with the requirements of City of La Quinta for TM 37730 SilverRock Montage Residences, which includes the requirement for the preparation and implementation of a project - specific WQMP. The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of La Quinta, CA Water Quality Ordinance (Municipal Code Section 8.70.070). If the undersigned transfers its interest in the subject property/project, the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. "I, the undersigned, certify under penalty of law that I am the owner of the property that is the subject of this WQMP, and that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." SilverRock Phase 1, LLC a Delaware limited liability company By: The Robert Green Company �a ��.ali-f��ria�xporat►on �' . - ATTEST Owner's Signature - Robert S. Green Jr. 1 f f Owner's Printed Name Notary Signature President and Chief Executive Officer � G Owner's Title/Position Printed Name Date Title/Position 343 4th Avenue ( San Diego, CA 92101 ( $ ,( Phone: 760-634-6543 Date CALIFORNIA ALL- PURPOSE CERTIFICATE OF ACKNOWLEDGMENT A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document. State of California County of San Diego } On Iit before me, , Notary Public , ere Insert name and title oft e officer personally appeared tt i who proved to me on the basis of satisfactory evidence to be the person(-&) whose name(s-) Is re subscribed to the within instrument and acknowledged to me that (S)she/they executed the same in ]s er/their authorized capacity(ie-s), and that by is er/their signature(--) on the instrument the person(-), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. KATHARINA CLARE WITNESS y hand and official seal. Commission No.2333572 D NOTARY PUBLIC - CALIFORNIA SAN DIEGO COUNTY / Commission Expires September 17, 2024 1 ta6F ubli Ignature (Notary Public Seal) ADDITIONAL OPTIONAL INFORMATION DESCRIPTION OF THE ATTACHED DOCUMENT (Title or description of attached document) (Title or description of attached document continued) Number of Pages Document Date CAPACITY CLAIMED BY THE SIGNER VIndividual (s) C porate O Icerr, tc, C % (Ti e) ❑ Partner(s) ❑ Attorney -in -Fact ❑ Trustee(s) ❑ Other 2015 Version www.NotaryClasses.com 800-873-9865 INSTRUCTIONS FOR COMPLETING THIS FORM This form complies 10th current California slalwes regarding notary wording and, if needed, should be completed and attached to the document. Acknowledgments from other states may be completed for documents being sent to that state so long as the wording does not require the California nolaq to violate California notaq laiv. • State and County information must be the State and County where the document signer(s) personally appeared before the notary public for acknowledgment. • Date of notarization must be the date that the signer(s) personally appeared which must also be the same date the acknowledgment is completed. • The notary public must print his or her name as it appears within his or her commission followed by a comma and then your title (notary public). • Print the name(s) of document signer(s) who personally appear at the time of notarization. • Indicate the correct singular or plural forms by crossing off incorrect forms (i.e. he/she/they, is /are ) or circling the correct forms. Failure to correctly indicate this information may lead to rejection of document recording. • The notary seal impression must be clear and photographically reproducible. Impression must not cover text or lines. If seal impression smudges, re -seal if a sufficient area permits, otherwise complete a different acknowledgment form. • Signature of the notary public must match the signature on file with the office of the county clerk. Additional information is not required but could help to ensure this acknowledgment is not misused or attached to a different document. Indicate title or type of attached document, number of pages and date. Indicate the capacity claimed by the signer. If the claimed capacity is a corporate officer, indicate the title (Le. CEO, CFO, Secretary). • Securely attach this document to the signed document with a staple. Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 This report prepared by Michael Baker International for SilverRock Development Company LLC., addresses the Montage Residential (PM 37730) project. The project is located at 79-179 Ahmanson Lane, La Quinta, CA 92253, in the City of La Quinta. The site is approximately 12.6 acres and includes 29 lots of residential single-family homes, associated road and related site improvements. All lot drainage will be collected in area drain basins and will flow to the private street in storm drain piping. The open space areas will sheet flow to the private street. All storm drainage flows in the street will be collected in two catch basins and piped to the existing golf course lake west of the project that will retain the 100-year storm events. All piping systems in the lots and street collection are design to handle 100-year storm events Typical activities associated with this type of residential development include incoming and outgoing vehicle traffic, parking, landscape irrigation and maintenance. The potential pollutants generated by this land use type include sediments, nutrients, trash and debris, bacteria and viruses and oil and grease. Appendix A of this project specific WQMP includes a complete copy of the final Conditions of Approval. See Appendix B for Project Vicinity Map, WQMP Site Plan, and Receiving Waters Map. Appendix B of this project specific WQMP includes: a. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail; and b. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features: ■ Location and identification of all structural BMPs, including Source Control, LID/Site Design and Treatment Control BMPs. ■ Landscaped areas. ■ Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.). ■ Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.). ■ Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation. ■ Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated. ■ Location(s) of Receiving Waters to which the project directly or indirectly discharges. ■ Location of points where onsite (or tributary offsite) flows exit the property/project site. ■ Delineation of proposed drainage area boundaries, including tributary offsite areas, for each location where flows exit the project site and existing site (where existing site flows are required to be addressed). Each tributary area should be clearly denoted. May 2021 1-3 Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 ■ Pre- and post -project topography. Appendix I is a one -page form that summarizes pertinent information relative to this project - specific WQMP. May 2021 1-4 Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 II. Site Characterization Land Use Designation or Zoning: RM= Medium Residential Current Property Use: Vacant Proposed Property Use: Residential Single -Family Homes Availability of Soils Report: Y ® N ❑ Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E. Phase 1 Site Assessment: Y ® N ❑ Note: If prepared, attached remediation summary and use restrictions in Appendix H. May 2021 1-5 Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 Receiving Waters for Urban Runoff from Site Proximity to RARE Receiving EPA Approved 303(d) List Designated Beneficial Use Waters Impairments Beneficial Uses Designated Receiving Waters Coachella Valley Pathogens, Toxaphene, FRSH, REC I, REC Stormwater Dieldrin, DDT, PCBs, II, WARM, WILD +/- 4 Miles Channel Nitrogen, Ammonia (Total & RARE Ammonia), and Toxicity May 2021 1-6 Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 III. Pollutants of Concern Table 1. Pollutant of Concern Summary Pollutant Category Potential for Project and/or Existing Site Causing Receiving Water Impairment BacteriaNirus/Pathogens YES YES Heavy Metals NO NO Nutrients YES NO Toxic Organic Compounds NO NO Sediment/Turbidity YES NO Trash & Debris YES NO Oil & Grease YES NO Other (Toxaphene): NO YES Other (Dieldrin): NO YES Other (DDT): NO YES Other (PCBs) NO YES Nitrogen, Ammonia (Total Ammonia) NO YES Toxicity NO YES NOTE: TOXAPHENE, DIELDRIN, DDT, AND PCBs ARE BANNED SUBSTANCES IN THE UNITED STATES. May 2021 1-7 Whitewater River Region WQMP SilverRock Montage Residential, TM 37730 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 I Precondition Post -condition Precondition Post -condition Discharge (cfs) Velocity (fps) I Volume (cubic feet) I Duration (minutes) I May 2021 1-8 Whitewater River Region WQMP Montage Residential 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. VA 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.1.13 do not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F, and'l00%' 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. May 2021 1-9 Whitewater River Region WQMP Montage Residential 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) N M C D M � 2- C C o °i U) m N ca C N C C o ra 6 to d = Pollutant of `" o °� = 00 o °' a °� m O Concern n 15 m m o — `° a�i �, oco m. m ~� _ _ IL� m o L CD 0 (6 J J W U) L L O Sediment & M M H M H H H H H Turbidity Nutrients L/M L/M M L/M L/M H H H H Toxic Organic M/H M/H M/H L L/M H H H H o Compounds a Trash & Debris L L H H H H H L H Bacteria & Viruses L M H L M H H H H (also: Pathogens) 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. May 2021 1-10 Whitewater River Region WQMP Montage Residential 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.1.13 do not need to be completed since flow is retained onsite) May 2021 1-11 Whitewater River Region WQMP Montage Residential Proiect Site Design BMP Concepts: All lot drainage will be collected in area drain basins and will flow to the private street in storm drain piping. The open space areas will sheet flow to the private street. All storm drainage flows in the street will be collected in two catch basins and piped to the existing golf course lake to the west of the project. All piping systems in the lots and street collection are design to handle 100- year storm events. This project will utilize the existing lake west of the project site to retain the 100% 100-year "pre - developed" and "post -developed" conditions. Hence, it satisfies the local ordinance requirement for 100% on -site retention for the 100-year, 24-hour storm event. Alternative Proiect Site Design BMP Concepts: N/A May 2021 1-15 Whitewater River Region WQMP Montage Residential 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.LA 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.1.13 does not need to be completed since flow is retained onsite. ❑ The LID/Site Design BMPs described in Section V. LA 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. May 2021 1-17 Whitewater River Region WQMP Montage Residential VAX 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 Total Area Treated with LID/Site Design BMPs Treatment Control BMPs % of Treatment Control BMP Requirement addressed with (Last row of Table 4) (Last row of Table 5) LID/Site Design BMPs 12.6 AC N/A 100% May 2021 1-19 Whitewater River Region WQMP Montage Residential 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 Si na e ® ❑ Landscape and Irrigation System Design ® ❑ Protect Slopes and Channels ❑ ❑ Provide Community Car Wash Racks ❑ ❑ No car wash racks Properly Design*: Fueling Areas ❑ ® No Fueling Areas Air/Water Supply Area Drainage ❑ ❑ No Air/Water Supply Area Drainage area Trash Storage Areas ❑ ® No Trash Storage Areas Loading Docks ❑ ® No Loading Docks Maintenance Bays ❑ ® No Maintenance Bays Vehicle and Equipment Wash Areas ❑ ® No Wash Areas Outdoor Material Storage Areas ❑ ® No Outdoor Storage Areas Outdoor Work Areas or Processing Areas ❑ ® No Outdoor Work or Processing Areas Provide Wash Water Controls for Food Preparation Areas ❑ ® No Food Preparation Areas *Details demonstrating proper design must be included in Appendix F. May 2021 1-20 Whitewater River Region WQMP Montage Residential 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.1 st) • 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.) May 2021 1-21 Whitewater River Region WQMP Montage Residential • MS4 Stenciling and Signage: Stenciling and signage will be provided (where practical) and maintained for the onsite storm drains by the 24-hour onsite maintenance staff. (SD-13, refer to Appendix C regarding maintenance and inspection requirements). Appendix D includes copies of the educational materials (described in Section 3.5.2.1 of the WQMP Guidance document) that will be used in implementing this project -specific WQMP. May 2021 1-22 Whitewater River Region WQMP Montage Residential V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES N/A VA REGIONALLY -BASED BMPS The existing lake west of the project site will retain 100% of the 100-year storm events is will be considered a "Regionally -Based Retention Basin". May 2021 1-23 Whitewater River Region WQMP Montage Residential VI. Operation and Maintenance Responsibility for BMPs Appendix G of this project -specific WQMP includes copies of Covenant and Agreements, BMP Maintenance Agreement and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project -specific WQMP requirements. Wet Ponds: O and M Activities Schedule and Frequency 1. Inspect all inlets and outlets to the pond area. Inspect prior to the rainy season (September) and Make sure outlets are free of burrows, debris after the rainy season (April). Inspect prior and after and sediment. Inspect outlets for sediment all rain events. accumulation and clean and remove trash when encountered. 2. Inspect pond and remove debris when Remove accumulated trash and debris in the basin at encountered, maintain emergent and perimeter the middle and end of the wet season. The frequency shoreline vegetation as well as site and road of this activity may be altered to meet specific site access to facilitate vector surveillance and conditions and aesthetic considerations. control activities. 3. Where permitted by the Department of Fish and An annual vegetation harvest in summer appears to Game or other agency regulations, stock wet be optimum, in that it is after the bird breeding ponds regularly with mosquito fish to enhance season, mosquito fish can provide the needed control natural mosquito and midge control. until vegetation reaches late summer density, and there is time for regrowth for runoff treatment purposes before the wet season. In certain cases, more frequent plant harvesting may be required by local vector control agencies. Irrigation System and Landscape: O and M Activities Schedule and Frequency 4. Inspect and repair broken sprinklers. Inspect weekly and replace immediately 5. Repair broken water lines. Inspect daily and repair immediately. 6. Inspect irrigated areas for signs of erosion and/ or discharge Inspect weekly repair source of erosion or discharge immediately. Street Sweeping Private Streets and Parking Lots: O and M Activities Schedule and Frequency 7. Inspect Storage Area for tracked sediment or Inspect monthly. Sweeping operations should blow sand. Visible sediment tracking should occur as needed. be swept immediately. May 2021 1-24 Whitewater River Region WQMP Montage Residential 8. Adjust brooms frequently; maximize As needed. efficiency of sweeping efforts Protect Slopes and Channels O and M Activities Schedule and Frequency 9. Inspect slopes Inspect monthly to ensure that slopes and vegetation isn't disturbed, if they are repair immediately. Responsible Party: SilverRock Phase 1, LLC 343 4' Avenue San Diego, CA 92024 (760)777-7045 Contact: Robert S. Green, Jr. Note: Sediment, other pollutants, and all other waste shall be properly disposed of in a licensed landfill or by another appropriate disposal method in accordance with local, state, and federal regulations. The owner (who usually hires a maintenance company) will be the responsible party for all O&M activities, including inspections and record keeping for a minimum of 50 years. This maintenance company has not been appointed, nor will it be appointed during the entitlement phase. May 2021 1-25 Whitewater River Region WQMP Montage Residential Funding The Property title holder shall carry primary responsibility for the initial funding of installations, design and implementation of site specific BMP's. Ongoing inspections, routine maintenance, and some instances of reactionary maintenance shall be funded by the property owner, in such that he will make an agreement with contractors, tenants, or other parties in direct access and knowledge of the property to pay for any and all aspects of the necessary maintenance and inspections. Continued funding for ongoing inspections and maintenance shall be passed to any and all future title holders and awareness must be made of this obligation in conjunction with the title. In addition, any future property owners, managers, tenants, or contractors must be made aware of the sites structural BMP's and have access to their associated educational materials that are to be kept on site, within the site's respective building as well as held by the property owner, and title company or others who may possess the title or deed to the property. Any amended versions of the funding declaration may be submitted to all applicable parties in the future, should such an action be warranted. All changes must be submitted for review by the SilverRock Phase 1, LLC, as per their standards and requirements for altering this document. Appendix G of this project -specific WQMP also includes copies of Covenants and Agreements, BMP Maintenance Agreement and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project -specific WQMP requirements. Property Owner: SilverRock Phase 1, LLC 343 4th Avenue San Diego, CA 92101 Telephone: 760-634-6543 Contact Person: Robert S. Green, Jr. May 2021 1-26 Whitewater River Region WQMP Montage Residential Appendix A Conditions of Approval City Planning Commission Resolution No. 2019-012 Dated: 12/10/2019 PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 1of16 GENERAL 1. The applicant agrees to defend, indemnify and hold harmless the City of La Quinta ("City"), its agents, officers and employees from any claim, action or proceeding to attack, set aside, void, or annul the approval of this Tentative Tract Map, or any Final Map recorded thereunder. The City shall have sole discretion in selecting its defense counsel. The City shall promptly notify the applicant of any claim, action or proceeding and shall cooperate fully in the defense. 2. This Tentative Tract Map, and any Final Map recorded thereunder, shall comply with the requirements and standards of Government Code §§ 66410 through 66499.58 (the "Subdivision Map Act"), and Chapter 13 of the La Quinta Municipal Code (" LQ M C") . The City of La Quinta's Municipal Code can be accessed on the City's Web Site at www.la-quinta.org. 3. Tentative Tract Map No. 37730 shall comply with all applicable conditions and/or mitigation measures for the following related approval(s): SDP 2016-0005 and SDP 2016-0009 Tentative Parcel Map 37207 Environmental Assessment 2014-1003 In the event of any conflict(s) between approval conditions and/or provisions of these approvals, the Design and Development Director shall adjudicate the conflict by determining the precedence. 4. Prior to the issuance of any grading, construction, or building permit by the City, the applicant shall obtain any necessary clearances and/or permits from the following agencies, if required: • Riverside County Fire Marshal • La Quinta Public Works Department (Grading Permit, Green Sheet (Development Services Clearance) for Building Permits, Water Quality Management Plan (WQMP) Exemption Form - Whitewater River Region, Improvement Permit) • La Quinta Design and Development Department • Riverside Co. Environmental Health Department • Desert Sands Unified School District (DSUSD) • Coachella Valley Water District (CVWD) • Imperial Irrigation District (IID) • California Regional Water Quality Control Board (CRWQCB) PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 2 of 16 State Water Resources Control Board SunLine Transit Agency (SunLine) South Coast Air Quality Management District Coachella Valley (SCAQMD) The applicant is responsible for all requirements of the permits and/or clearances from the above listed agencies. When these requirements include approval of improvement plans, the applicant shall furnish proof of such approvals when submitting those improvement plans for City approval. 5. Coverage under the State of California Construction General Permit must be obtained by the applicant, who then shall submit a copy of the Regional Water Quality Control Board's ("RWQCB") acknowledgment of the applicant's Notice of Intent ("NOI') and Waste Discharge Identification (WDID) number to the City prior to the issuance of a grading or building permit. 6. The applicant shall comply with applicable provisions of the City's NPDES stormwater discharge permit, LQMC Sections 8.70.010 et seq. (Stormwater Management and Discharge Controls), and 13.24.170 (Clean Air/Clean Water); Riverside County Ordinance No. 457; the California Regional Water Quality Control Board - Colorado River Basin Region Board Order No. R7-2013-0011 and the State Water Resources Control Board's Order No. 2009-0009-DWQ and Order No. 2012-0006-DWQ. A. For construction activities including clearing, grading or excavation of land that disturbs one (1) acre or more of land, or that disturbs less than one (1) acre of land, but which is a part of a construction project that encompasses more than one (1) acre of land, the Permitee shall be required to submit a Storm Water Pollution Protection Plan ("SWPPP") to the State Water Resources Control Board. The applicant or design professional can obtain the California Stormwater Quality Association SWPPP template at www.cabmphandbooks.com for use in their SWPPP preparation. B. The applicant shall ensure that the required SWPPP is available for inspection at the project site at all times through and including acceptance of all improvements by the City. C. The applicant's SWPPP shall include provisions for all of the following Best Management Practices ("BMPs") (LQMC Section 8.70.020 (Definitions)): 1) Temporary Soil Stabilization (erosion control). 2) Temporary Sediment Control. 3) Wind Erosion Control. 4) Tracking Control. 5) Non -Storm Water Management. 6) Waste Management and Materials Pollution Control. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 3 of 16 D. All erosion and sediment control BMPs proposed by the applicant shall be approved by the City Engineer prior to any onsite or offsite grading, pursuant to this project. E. The SWPPP and BMPs shall remain in effect for the entire duration of project construction until all improvements are completed and accepted by the City Council. F. The inclusion in the Homeowners' Association (HOA) Conditions, Covenants, and Restrictions (CC&Rs), a requirement for the perpetual maintenance and operation of all post -construction BMPs as required and the applicant shall execute and record an agreement that provides for the perpetual maintenance and operation of all post -construction BMPs as required. 7. Developer shall reimburse the City, within thirty (30) days of presentment of the invoice, all costs and actual attorney's fees incurred by the City Attorney to review, negotiate and/or modify any documents or instruments required by these conditions, if Developer requests that the City modify or revise any documents or instruments prepared initially by the City to effect these conditions. This obligation shall be paid in the time noted above without deduction or offset and Developer's failure to make such payment shall be a material breach of the Conditions of Approval. 8. Developer shall reimburse the City, within thirty (30) days of presentment of the invoice, all costs and actual consultant's fees incurred by the City for engineering and/or surveying consultants to review and/or modify any documents or instruments required by this project. This obligation shall be paid in the time noted above without deduction or offset and Developer's failure to make such payment shall be a material breach of the Conditions of Approval. PROPERTY RIGHTS 9. Prior to issuance of any permit(s), the applicant shall acquire or confer easements and other property rights necessary for the construction or proper functioning of the proposed development. Conferred rights shall include irrevocable offers to dedicate or grant access easements to the City for emergency services and for maintenance, construction and reconstruction of essential improvements. 10. Pursuant to the aforementioned condition, conferred rights shall include approvals from the master developer over easements and other property rights necessary for construction and proper functioning of the proposed development not limited to access rights over proposed and/or existing private streets that access public streets and open space/drainage facilities of the master development. 11. The applicant shall adjust lot lines as shown on the preliminary grading plan prior to any certificate of occupancy issuance for Tract Map. 37730. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 4 of 16 12. The applicant shall retain for private use on the Final Map all private street right-of- ways in conformance with the City's General Plan, Municipal Code, applicable specific plans, and/or as required by the City Engineer. 13. The private street right-of-ways to be retained for private use required for this development include: A. PRIVATE STREETS Lot A - Private residential streets shall have a 36-foot travel width. The travel width may be reduced to 32 feet with parking restricted to one side, and 28 feet if on -street parking is prohibited. The applicant shall establish provisions for ongoing enforcement of the parking restriction in the CC&R's. The CC&R's shall be reviewed and approved by the Design and Development Department prior to recordation. Property line shall be placed at the back of curb similar to the lay out shown on the typical street section shown in the tentative map. Use of smooth curves instead of angular lines at property lines is recommended. B. CUL DE SACS The cul de sac shall conform to the shape shown on the tentative map with a 38-foot curb radius at the bulb or larger as shown on the tentative map. 14. When the City Engineer determines that access rights to the proposed street right-of- way shown on the approved Tentative Tract Map are necessary prior to approval of the Final Map dedicating such rights -of -way, the applicant shall grant the necessary rights -of -way within 60 days of a written request by the City. 15. The applicant shall offer for dedication on the Final Map a ten -foot wide public utility easement contiguous with, and along both sides of all private streets. Such easement may be reduced to five feet in width with the express written approval of IID. 16. The applicant shall offer for dedication those easements necessary for the placement of, and access to, utility lines and structures, drainage basins, mailbox clusters, park lands, and common areas on the Final Map. 17. Direct vehicular access to SilverRock Way and Ahmanson Lane is restricted, except for those access points identified on the Tentative Tract Map, or as otherwise conditioned in these conditions of approval. The vehicular access restriction shall be shown on the recorded final tract map. 18. The applicant shall furnish proof of easements, or written permission, as appropriate, PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 5 of 16 from those owners of all abutting properties on which grading, retaining wall construction, permanent slopes, or other encroachments will occur. 19. The applicant shall cause no easement to be granted, or recorded, over any portion of the subject property between the date of approval of the Tentative Tract Map and the date of recording of any Final Map, unless such easement is approved by the City Engineer. STREET AND TRAFFIC IMPROVEMENTS 20. The applicant shall comply with the provisions of LQMC Sections 13.24.060 (Street Improvements), 13.24.070 (Street Design - Generally) & 13.24.100 (Access for Individual Properties and Development) for public streets; and Section 13.24.080 (Street Design - Private Streets), where private streets are proposed. 21. Streets shall have vertical curbs or other approved curb configurations that will convey water without ponding, and provide lateral containment of dust and residue during street sweeping operations. If a wedge or rolled curb design is approved, the lip at the flowline shall be near vertical with a 1/8" batter and a minimum height of 0.1'. Unused curb cuts on any lot shall be restored to standard curb height prior to final inspection of permanent building(s) on the lot. 22. The applicant shall construct the following street improvements: A. PRIVATE STREETS 1) Lot A - Private residential streets shall have a 36-foot travel width. The travel width may be reduced to 32 feet with parking restricted to one side, and 28 feet if on -street parking is prohibited, and provided there is adequate off-street parking for residents and visitors, and the applicant establishes provisions for ongoing enforcement of the parking restriction in the CC&R's. The CC&R's shall be reviewed and approved by the Design and Development Department prior to recordation. 2) The location of driveways of corner lots shall not be located within the curb return and away from the intersection when possible. B. PRIVATE CUL DE SACS 1) Shall be constructed according to the lay -out shown on the tentative map, except for revisions as may be required by the City Engineer. C. EMERGENCY TURN AROUND 1) Turn arounds shall be required for driveway Lots B and C or another circulating feature as approved by the Fire Department and the City PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 6 of 16 Engineer. 23. The applicant shall extend improvements beyond the subdivision boundaries to ensure they safely integrate with existing improvements (e.g., grading; traffic control devices and transitions in alignment, elevation or dimensions of streets and sidewalks). 24. Improvements shall be designed and constructed in accordance with City adopted standards, supplemental drawings and specifications, or as approved by the City Engineer. Improvement plans for streets, access gates and parking areas shall be stamped and signed by engineers registered in California. 25. The applicant shall design street pavement sections using CalTrans' design procedure for 20-year life pavement, and the site -specific data for soil strength and anticipated traffic loading (including construction traffic). Minimum structural sections shall be as follows: Residential 3.0" a.c./4.5" c.a.b. or the approved equivalents of alternate materials. 26. The applicant shall submit current mix designs (less than two years old at the time of construction) for base, asphalt concrete and Portland cement concrete. The submittal shall include test results for all specimens used in the mix design procedure. For mix designs over six months old, the submittal shall include recent (less than six months old at the time of construction) aggregate gradation test results confirming that design gradations can be achieved in current production. The applicant shall not schedule construction operations until mix designs are approved. FINAL MAPS 27. Prior to the City's approval of a Final Map, the applicant shall furnish accurate mylars of the Final Map. The Final Map shall be 1" = 40' scale. IMPROVEMENT PLANS As used throughout these Conditions of Approval, professional titles such as "engineer," "surveyor," and "architect," refer to persons currently certified or licensed to practice their respective professions in the State of California. 28. Improvement plans shall be prepared by or under the direct supervision of qualified engineers and/or architects, as appropriate, and shall comply with the provisions of LQMC Section 13.24.040 (Improvement Plans). 29. The following improvement plans shall be prepared and submitted for review and approval by the Design and Development Department. A separate set of plans for PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 7 of 16 each line item specified below shall be prepared. The plans shall utilize the minimum scale specified, unless otherwise authorized by the City Engineer in writing. Plans may be prepared at a larger scale if additional detail or plan clarity is desired. Note, the applicant may be required to prepare other improvement plans not listed here pursuant to improvements required by other agencies and utility purveyors. A. B. C. D. On -Site Street Improvements/ Signing & Striping/ Storm Drain Plan On -Site Rough Grading Plan PM10 Plan Erosion Control Plan 1" = 40' Horizontal, 1"= 4' Vertical NOTE: A through D to be submitted concurrently. (Separate Storm Drain Plans if applicable) E. On -Site Residential Precise Grading Plan 1" = 40' Horizontal 1" = 40' Horizontal 1" = 40' Horizontal 1" = 30' Horizontal Other engineered improvement plans prepared for City approval that are not listed above shall be prepared in formats approved by the City Engineer prior to commencing plan preparation. All On -Site Signing & Striping Plans shall show, at a minimum; Stop Signs, Limit Lines and Legends, No Parking Signs, Raised Pavement Markers (including Blue RPMs at fire hydrants) and Street Name Signs per Public Works Standard Plans and/or as approved by the City Engineer. "Rough Grading" plans shall normally include perimeter walls with Top Of Wall & Top Of Footing elevations shown. All footings shall have a minimum of 1-foot of cover, or sufficient cover to clear any adjacent obstructions. In addition to the normal set of improvement plans, a "precise grading" plan is required to be submitted for approval by the Building Official, Planning Manager, and the City Engineer. "Precise Grading" plans shall normally include all on -site surface improvements including but not limited to finish grades for curbs & gutters, building floor elevations, wall elevations, parking lot improvements and accessible requirements. 30. The City maintains standard plans, detail sheets and/or construction notes for elements of construction which can be accessed via the "Plans, Notes and Design Guidance" section of the Design and Development Department at the City website PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 8 of 16 (www.laquintaca.gov). Please navigate to the Design and Development Department home page and look for the Standard Drawings hyperlink. 31. The applicant shall furnish a complete set of the mylars of all approved improvement plans on a storage media acceptable to the City Engineer. 32. Upon completion of construction, and prior to final acceptance of the improvements by the City, the applicant shall furnish the City with reproducible record drawings of all improvement plans which were approved by the City. Each sheet shall be clearly marked "Record Drawing" and shall be stamped and signed by the engineer or surveyor certifying to the accuracy and completeness of the drawings. The applicant shall have all approved mylars previously submitted to the City, revised to reflect the as -built conditions. The applicant shall employ or retain the Engineer of Record during the construction phase of the project so that the FOR can make site visits in support of preparing "Record Drawing". However, if subsequent approved revisions have been approved by the City Engineer and reflect said "Record Drawing" conditions, the Engineer of Record may submit a letter attesting to said fact to the City Engineer in lieu of mylar submittal. IMPROVEMENT SECURITY AGREEMENTS 33. Prior to approval of any Final Map, the applicant shall construct all on and off -site improvements and satisfy its obligations for same, or shall furnish a fully secured and executed Subdivision Improvement Agreement ("SIA") guaranteeing the construction of such improvements and the satisfaction of its obligations for same, or shall agree to any combination thereof, as may be required by the City. 34. Any Subdivision Improvement Agreement ("SIA") entered into by and between the applicant and the City of La Quinta, for the purpose of guaranteeing the completion of any improvements related to this Tentative Tract Map, shall comply with the provisions of Chapter 13.28 (Improvement Security), LQMC. 35. Improvements to be made, or agreed to be made, shall include the removal of any existing structures or other obstructions which are not a part of the proposed improvements; and shall provide for the setting of the final survey monumentation. 36. Depending on the timing of the development of this Tentative Tract Map, and the status of the off -site improvements at the time, the applicant may be required to: A. Construct certain off -site improvements. B. Construct additional off -site improvements, subject to the reimbursement of its costs by others. C. Reimburse others for those improvements previously constructed that are considered to be an obligation of this tentative tract map. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 9 of 16 D. Secure the costs for future improvements that are to be made by others. E. To agree to any combination of these actions, as the City may require. Off -Site Improvements should be completed on a first priority basis. The applicant shall complete Off -Site Improvements in the first phase of construction or by the issuance of 20% of total Building Permits. In the event that any of the improvements required for this development are constructed by the City, the applicant shall, prior to the approval of the Final Map, or the issuance of any permit related thereto, reimburse the City for the costs of such improvements. 37. If the applicant elects to utilize the secured agreement alternative, the applicant shall submit detailed construction cost estimates for all proposed on -site and off -site improvements, including an estimate for the final survey monumentation, for checking and approval by the City Engineer. Such estimates shall conform to the unit cost schedule as approved by the City Engineer. Estimates for improvements under the jurisdiction of other agencies shall be approved by those agencies and submitted to the City along with the applicant's detailed cost estimates. Security will not be required for telephone, natural gas, or Cable T.V. improvements. 38. Should the applicant fail to construct the improvements for the development, or fail to satisfy its obligations for the development in a timely manner, the City shall have the right to halt issuance of building permits, and/or final building inspections, withhold other approvals related to the development of the project, or call upon the surety to complete the improvements. GRADING 39. The applicant shall comply with the provisions of LQMC Section 13.24.050 (Grading Improvements). 40. Prior to occupancy of the project site for any construction, or other purposes, the applicant shall obtain a grading permit approved by the City Engineer. 41. To obtain an approved grading permit, the applicant shall submit and obtain approval of all of the following: A. A grading plan prepared by a civil engineer registered in the State of California, and B. A preliminary geotechnical ("soils") report prepared by a professional PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 10 of 16 registered in the State of California, and C. A Fugitive Dust Control Plan prepared in accordance with LQMC Chapter 6.16, (Fugitive Dust Control), and D. A Best Management Practices report prepared in accordance with LQMC Sections 8.70.010 and 13.24.170 (NPDES Stormwater Discharge Permit and Storm Management and Discharge Controls), and E. A WQMP prepared by an authorized professional registered in the State of California, and F. A grading bond in a form acceptable to the City, and in an amount sufficient to guarantee compliance with the grading bond requirements. All grading shall conform with the recommendations contained in the Preliminary Soils Report, and shall be certified as being adequate by soils engineer, or engineering geologist registered in the State of California. A statement shall appear on the Final Map that a soils report has been prepared in accordance with the California Health & Safety Code § 17953. The applicant shall furnish security, in a form acceptable to the City, and in an amount sufficient to guarantee compliance with the approved Fugitive Dust Control Plan provisions as submitted with its application for a grading permit. Additionally, the applicant shall replenish said security if expended by the City of La Quinta to comply with the Plan as required by the City Engineer. 42. The applicant shall maintain all open graded, undeveloped land in order to prevent wind and/or water erosion of such land. All open graded, undeveloped land shall either be planted with interim landscaping, or stabilized with such other erosion control measures, as were approved in the Fugitive Dust Control Plan. 43. Building pad elevations on the precise grading plan submitted for City Engineer's approval shall conform with pad elevations shown on the tentative map, unless the pad elevations have other requirements imposed elsewhere in these Conditions of Approval. 44. Prior to any site grading or regrading that will raise or lower any portion of the site by more than plus or minus half of a foot (0.5') from the elevations shown on the approved Tentative Tract Map, the applicant shall submit the proposed grading changes to the City Engineer for a substantial conformance review. 45. Prior to the issuance of a building permit for any building lot, the applicant shall provide a lot pad certification stamped and signed by a qualified engineer or surveyor with applicable compaction tests and over excavation documentation. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 11 of 16 Each pad certification shall list the pad elevation as shown on the approved grading plan, the actual pad elevation and the difference between the two, if any. Such pad certification shall also list the relative compaction of the pad soil. The data shall be organized by lot number, and listed cumulatively if submitted at different times. 46. This development shall comply with LQMC Chapter 8.11 (Flood Hazard Regulations). If any portion of any proposed building lot in the development is or may be located within a flood hazard area as identified on the City's Flood Insurance Rate Maps, the development shall be graded to ensure that all floors and exterior fill (at the foundation) are above the level of the project (100-year) flood and building pads are compacted to 95% Proctor Density as required in Title 44 of the Code of Federal Regulations, Section 65.5(a) (6). Prior to issuance of building permits for lots which are so located, the applicant shall furnish elevation certifications, as required by FEMA, that the above conditions have been met. DRAINAGE 47. Stormwater handling shall conform with the approved hydrology and drainage report for Tentative Parcel Map 37207, SDP 2016-0005 SilverRock or as approved by the City Engineer. Nuisance water shall be disposed of in an approved manner. 48. The applicant shall comply with the provisions of LQMC Section 13.24.120 (Drainage), Retention Basin Design Criteria, Engineering Bulletin No. 06-16 - Hydrology Report with Preliminary Hydraulic Report Criteria for Storm Drain Systems and Engineering Bulletin No. 06-015 - Underground Retention Basin Design Requirements. More specifically, stormwater falling on site during the 100 year storm shall be retained within the development, unless otherwise approved by the City Engineer. The design storm shall be either the 1 hour, 3 hour, 6 hour or 24 hour event producing the greatest total run off. 49. Nuisance water shall be retained on site. Nuisance water shall be disposed of per approved methods contained in Engineering Bulletin No. 06-16 - Hydrology Report with Preliminary Hydraulic Report Criteria for Storm Drain Systems and Engineering Bulletin No. 06-015 - Underground Retention Basin Design Requirements. 50. Stormwater may not be retained in landscaped parkways or landscaped setback lots unless approved by the City Engineer. Only incidental storm water (precipitation which directly falls onto the setback) will be permitted to be retained in the landscape setback areas. The perimeter setback and parkway areas in the street right-of-way shall be shaped with berms and mounds, pursuant to LQMC Section 9.100.040(B)(7). 51. The design of the development shall not cause any increase in flood boundaries and levels in any area outside the development. 52. The development shall be graded to permit storm flow in excess of retention capacity to flow out of the development through a designated overflow and into the historic PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 12 of 16 drainage relief route. 53. Storm drainage historically received from adjoining property shall be received and retained or passed through into the historic downstream drainage relief route. 54. The applicant shall comply with applicable provisions for post construction runoff per the City's NPDES stormwater discharge permit, LQMC Sections 8.70.010 et seq. (Stormwater Management and Discharge Controls), and 13.24.170 (Clean Air/Clean Water); Riverside County Ordinance No. 457; and the California Regional Water Quality Control Board - Colorado River Basin (CRWQCB-CRB) Region Board Order No. R7-2013-0011 and the State Water Resources Control Board's Order No. 2009- 0009-DWQ and Order No. 2010-0014-DWQ. A. For post -construction urban runoff from New Development and Redevelopments Projects, the applicant shall implement requirements of the NPDES permit for the design, construction and perpetual operation and maintenance of BMPs per the approved Water Quality Management Plan (WQMP) for the project as required by the California Regional Water Quality Control Board - Colorado River Basin (CRWQCB-CRB) Region Board Order No. R7-2013-0011. B. The applicant shall implement the WQMP Design Standards per (CRWQCB- CRB) Region Board Order No. R7-2013-0011 utilizing BMPs approved by the City Engineer. A project specific WQMP shall be provided which incorporates Site Design and Treatment BMPs utilizing first flush infiltration as a preferred method of NPDES Permit Compliance for Whitewater River receiving water, as applicable. C. The developer shall execute and record a Stormwater Management/BMP Facilities Agreement that provides for the perpetual maintenance and operation of stormwater BMPs. I ITTI TTTFq 55. The applicant shall comply with the provisions of LQMC Section 13.24.110 (Utilities). 56. The applicant shall obtain the approval of the City Engineer for the location of all utility lines within any right-of-way, and all above -ground utility structures including, but not limited to, traffic signal cabinets, electric vaults, water valves, and telephone stands, to ensure optimum placement for practical and aesthetic purposes. All existing utility lines attached to joint use 92 KV transmission power poles are exempt from the requirement to be placed underground. 57. Underground utilities shall be installed prior to overlying hardscape. For installation of utilities in existing improved streets, the applicant shall comply with trench PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 13 of 16 restoration requirements maintained, or required by the City Engineer. The applicant shall provide certified reports of all utility trench compaction for approval by the City Engineer. Additionally, grease traps and the maintenance thereof shall be located as to not conflict with access aisles/entrances. CONSTRUCTION 58. The City will conduct final inspections of habitable buildings only when the buildings have improved street and (if required) sidewalk access to publicly -maintained streets. The improvements shall include required traffic control devices, pavement markings and street name signs. If on -site streets in residential developments are initially constructed with partial pavement thickness, the applicant shall complete the pavement prior to final inspections of the last ten percent of homes within the development or when directed by the City, whichever comes first. LANDSCAPE AND IRRIGATION 59. The applicant shall comply with LQMC Sections 13.24.130 (Landscaping Setbacks) & 13.24.140 (Landscaping Plans). 60. The applicant shall provide landscaping in the required setbacks, retention basins, and common lots. 61. All new landscape areas shall have landscaping and permanent irrigation improvements in compliance with the City's Water Efficient Landscape regulations contained in LQMC Section 8.13 (Water Efficient Landscape). 62. The applicant shall submit final landscape plans for review, processing and approval to the Design and Development Department, in accordance with the Final Landscape Plan application process. Planning Manager approval of the final landscape plans is required prior to issuance of the first building permit unless the Design and Development Director determines extenuating circumstances exist which justify an alternative processing schedule. NOTE: Plans are not approved for construction until signed by the appropriate City official, including the Planning Manager and/or City Engineer. Prior to final approval of the installation of landscaping, the Landscape Architect of record shall provide the Design and Development Department a letter stating he/she has personally inspected the installation and that it conforms with the final landscaping plans as approved by the City. If staff determines during final landscaping inspection that adjustments are required in order to meet the intent of the Planning Commission's approval, the Planning Manager shall review and approve any such revisions to the landscape plan. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 14 of 16 63. All landscaping shall consist of, at minimum, 36" box trees (i.e., a minimum 2.5 inch caliper measured three feet up from grade level after planting), shrubs, and groundcover. Double lodge poles (two-inch diameter) shall be used to brace and stake trees. 64. A minimum of 50% of plantings classified "Shrubs, Perennials and Annuals" shall be provided as 5 gallon plants. This requirement shall be implemented on each Final Landscaping Plan submitted for review and approval to the City. MAINTENANCE 65. The applicant shall comply with the provisions of LQMC Section 13.24.160 (Maintenance). 66. The applicant shall make provisions for the continuous and perpetual maintenance of all private on -site improvements, common areas, perimeter landscaping up to the curb, access drives, sidewalks, and stormwater BMPs. 67. The Applicant acknowledges that the City intends to form a SilverRock Landscape and Lighting District and, by recording a subdivision map, agrees to be included in the District and to offer for dedication such easements as may be required for the maintenance and operation of related facilities. Any assessments will be done on a benefit basis, as required by law. 68. The Applicant shall make provisions for maintenance of all common areas, public landscape areas, and storm water retention areas within Parcel Map No. 37207 via one or a combination of the following methods prior to final map approval: A. Applicant shall consent to the formation of a maintenance district under Chapter 26 of the Improvement Act of 1911 (Streets and Highways Code, Section 5820 et seq.) or the Lighting and Landscaping Act of 1972 (Streets and Highways Code 22600 et seq.) to implement maintenance of all improved public landscape areas, landscape buffer, and storm water retention areas. It is understood and agreed that the Developer/Applicant shall pay all costs of maintenance for said improved common areas until such time as tax revenues are received from assessment of the real property. B. Applicant shall submit to the Design and Development Department Management and Maintenance Agreement, to be entered into with the unit/lot owners of this land division, in order to insure all private common areas and facilities will be maintained. A homeowner's association or associations shall be created with the unqualified right to assess the owners of the individual units for reasonable maintenance costs. The association shall have the right to lien the property of any owners who default in the payment of their assessments. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 15 of 16 FEES AND DEPOSITS 69. The applicant shall comply with the provisions of LQMC Section 13.24.180 (Fees and Deposits). These fees include all deposits and fees required by the City for plan checking and construction inspection. Deposits and fee amounts shall be those in effect when the applicant makes application for plan check and permits. 70. Permits issued under this approval shall be subject to the provisions of the Development Impact Fee and Transportation Uniform Mitigation Fee programs in effect at the time of issuance of building permit(s). FIRE DEPARTMENT 71. Fire Hydrants and Fire Flow: Provide one copy of the water system plans to show there exist fire hydrant(s) capable of delivering the minimum fire flow, per CFC Appendix B Table B105.1, within 600 feet to all portions around the proposed structures. Minimum fire hydrant location and spacing shall comply with the CFC and NFPA 24. Reference 2016 California Fire Code (CFC) 507.5.1 72. Tract Water Plans: Applicant/developer shall furnish plans of the water system fire hydrant plans to Fire Department for review and approval prior to building permit issuance. Plans shall be signed by a registered civil engineer, and shall confirm hydrant type, location, spacing, and minimum fire flow. Once plans are signed and approved by the local water authority, the originals shall be presented to the Fire Department for review and approval. Ref. CFC 105.4.1 73. Requests for installation of traffic calming designs/devices on fire apparatus access roads shall be submitted and approved by the Office of the Fire Marshal. Ref. CFC 503.4.1 74. Grading Permit Fire Department Review: Submittal to the Office of the Fire Marshal for Precise Grading Permit will be required. Access roads shall be provided to within 300-feet to all portions of all buildings and shall have an unobstructed width of not less than 24 feet. Driveway access to lots 1 through 4 shall comply with RVC Fire #TP 16-001. The construction of the access roads shall be all weather and capable of sustaining 40,000 lbs. over two axles for areas of residential development and 60,000 lbs. over two axels for commercial developments. Ref. CFC 503.1.1 and 503.2.1 as amended by the City of La Quinta. 75. Construction Permits Fire Department Review: Submittal of construction plans to the Office of the Fire Marshal for development, construction, installation and operational use permitting will be required. Final fire and life safety conditions will be addressed when the Office of the Fire Marshal reviews these plans. These conditions will be based on occupancy, use, California Building Code (CBC), California Fire Code, and related codes, which are in effect at the time of building plan submittal. PLANNING COMMISSION RESOLUTION 2019-012 CONDITIONS OF APPROVAL - FINAL TENTATIVE TRACT MAP 2019-0002 (TTM 37730) SILVERROCK RESIDENCES ADOPTED: DECEMBER 10, 2019 Page 16 of 16 76. Phased Construction Access: If construction is phased, each phase shall provide approved access for fire protection prior to any construction. Ref. CFC 503.1 77. Residential Fire Sprinklers: Residential fire sprinklers are required in all one and two- family dwellings per the California Residential Code (CRC). Plans must be submitted to the Office of the Fire Marshal for review and approval prior to installation. Ref. CRC 313.2 78. Knox Box and Gate Access: Buildings shall be provided with a Knox Box. The Knox Box shall be installed in an accessible location approved by the Office of the Fire Marshal. All electronically operated gates shall be provided with Knox key switches and automatic sensors for access. Ref. CFC 506.1 79. Addressing: All residential dwellings shall display street numbers in a prominent location on the street side of the residence. All commercial buildings shall display street numbers in a prominent location on the address side and additional locations as required. Ref. CFC 505.1 and County of Riverside Office of the Fire Marshal Standard #07-01. 80. Emergency Turn -Around: Prior to approval of the Final Tract Map, turn arounds shall be required for driveway Lots B and C or another circulating feature as approved by the Fire Department and the City Engineer. 81. The applicant shall obtain a separate Alternate Materials and Methods approval from the Fire Department for the proposed hybrid paved and grasspave2 surface for the emergency vehicle access road. Whitewater River Region WQMP Montage Residential Appendix B Vicinity Map, Receiving Waters Map, Project Location Map, & WQMP Site Plan SilverRock Master Plan, Section 303(d), CVWD Drainage & Stormwater Outlet System Exhibit Attachment A: SilverRock Temporary Chain Link Fence Tradition to CVWD Canal • t f J tG� _ �.�. t 5"rf • r . � r , y� ,• • �' s 1 � J J I . 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'y.t sir 2 ! �•'� a RCIT 0 'IMPORTANT' Maps and data are to be used for reference purposes only. Map features are approximate, and are not necessarily accurate to surveying or engineering standards. The County of Riverside makes no warranty or guarantee as to the content (the source is often third party), accuracy, timeliness, or completeness of any of the data provided, and assumes no legal responsibility for the information contained on this map. Any use of this product with respect to accuracy and precision shall be the sole responsibility of the user. 632 1,265 Feet e REPORT PRINTED ON... 11/22/2016 8:58:09 AM — i Legend n Display Parcels roadsanno highways — HWY — INTERCHANGE — INTERSTATE _ OFFRAMP ONRAMP — USHWY 13 counties r j cities hydrographylines waterbodies Lakes Rivers Notes Approximately 6,300 lineal feet © Riverside County RCIT GIS Whitewater River Region WQMP Montage Residential Appendix B Vicinity Map, Receiving Waters Map, Project Location Map, & WQMP Site Plan SilverRock Master Plan, Section 303(d), CVWD Drainage & Stormwater Outlet System Exhibit SilverRock Resort City gfLa Quinta ;. IF 4 i > `"4 MMf nl. ) •.... Wnt.ia T 1 R Roleq LonLon Figure 1: Vicinity Map July 2016 4 Michael Baker Whitewater River Region WQMP Guidance NA THA WAYrI CRl Figure 2. Whitewater River Region Receiving Waters Map SMITH CREEK AZALEA CREEK I TWIN PINES CREEK BROWN CREEK U NMITEWATER MSI PERMIT BOUNDARY WHITEWATER RIVER WATERSHED BOUNDARY ^ter^ RECEIVING WATERS LINES S RECEIVING WATERS POLYS COUNTY BOUNDARY I BIG MORONOO CREEK I OOROON/O'R/VERJVB CNINO CAMW CRLEIf• r M s �n it CREEK ..tZ CREe LITTLE MORONGO CREEK rHousAND PALMB CANYON CR. - \ IEERTICAyTNEDRAL CANYON CHANNEL 1 r -,3r 31 EAtT CArNEOR i -CANYON CHANNEL EAST AONESIA CANYON CHANNEL 44 CReeK DEEP CANYON STORMWATER CHANNEL WILLOW CREEK y Op O!� : n rJlr,nl t1 _•: xhc ll,, 6 AZ > � �l ,. r T Pro e t ",, WEST MAGNESIA CAN IlDN CHANNEL �!y 1 LARE `o t o n i Q CAHUILLA PALM VALLEY STORMWATER CHANNEL r �- V< LA OUINTA EVACUATION CHANNEL Z LA OUIIV rA RESORT CHANNEL GRAPEVINE.CANYO. N CREEK BEAR CREEK CARRIZO CREEK COYOTE CREEK \ ohm .June 2014 10 - .`�•+"� Abe �t PRO CALI I 2 AVENUE EL a l'ARY •. DRAIN • PA 2 p. Irk 0\11-LREN(-E AND SH \RED "• \=,) (`\ P'A lo-A I RVICI FAc III I PA j � r 1 POTIN11\1 ILIILIItI LIILSI)LL1101LL (SOLI k OLIR�,I PORTION OF M IU.\ 1\ li RIBA I/1'LIIilll IICI A o P\R� Fl (.,oL.f CWBHQLISE r PA 6 IIFFSTYI.f IiR.\NI)FD R I �,11)1 \ IIAL DEVELOPMENT dr I'It \� I I\ I _ ``s It \\l •1 i PA II f A 3 _ ` j '• 0\ I R I 1 �`\\ I'LIBLIC I' \R K I MUM Bf: \\IN 1) o f RFSII)ENTI 11 I )F\ R C :J I' \ II.IV111 110TII/�,P\ ` l� PA 2 �If` �.�,, P01FNIIM FLITLIRI (,OLI RLSLR\ 11111111.11 j �p` , �'x ' S "! •C LISI ['Al.',( 11.5 PROW N\DI \11\10-1,I.IsI \111 V11 \KI \I ~' PRO\11 N \D1 .\II 11) Llal LAND USE SUMMARY \ ILL \ L- \RLA u ' M LAND IDL 1 ILIXURI OR%NDLD Rl.-A)i N 11111x\ I IIV\a 1I Nt; 5, 4 Llt4ULM l .1NDNIui1DNR\k I I \� all\ 75 S ijunu.mmu Ills xxl RESORT KFADFNTIn. n LWW1t15RANIXDRIYDI\IIV 11I\IIi MY.NI kW 60 VIL.1 I.M 7 PRL#AEX41X NIkl171N %ILV A 1RIA1 103 ISO M RIy.IRT RLAXNl1Al.\a: VJ 22s IN) 9 PRIW4NAIA MIXM IN\ILVI\RL.AI ISO 811 VIA fw`li l'LLN k`ttY' ANU A 11 N1 W. 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NIN rskql HJtt: k/b Its �' i_w a Ill Rlx PAR1: ISO 12 IRM_kI-AVUA IRII-I AItNIIALI'LIILIRL 1, Iu 5250 8511 �` (.��LF l 0LIKSL RFSLR\ I/ 10 I pi S I LV L R ROCK 7/ j'''" ' MASTER PLAN SIEVEK OCK RESORT L �\ QLIIN IA, C ALIF0ItNIA i III ROBERT GREEN I- I1 M V A N \ MARL I1 15.2016 0 w Q U u� SCALE: 1 "=###' Table 4: Existine/Proposed Basin Capacities Drainage Area Basin ID Bottom Elevation (h) Top Elevation 300 yrstorm N Storage Capacity 100- yr storm (ac-it) A A 24 30 6.29 B Bl 25 30 1.36 B B2 27 31 0.94 B B3 22 25 18.13 C C1 30 33 1.90 C C2 23 26 3.78 D D 11 18 23.13 E E 12 17 1.59 F M1 16 21 2.95 F M2 16 21 3.70 F M3 16 21 3.70 1.66 F N1 14 19 G G 13 18 3.56 H H 9 17 8.29 1 N/A Self -treating area 1 N/A Consists of existing lake K K 6 1 9 1 0.66 L N/A Drains to drainage area P M/N M4 13 21 53.81 0 0 1 7 2.10 P P1 0 6 5.70 P P2 0 5 12.90 LEGEND INTERN ATINAL 75410 Gerald Ford Drive, Palm Desert, CA 92211 Phone: (760) 346-7481 - MBAKERINTL.COM Drainage Area Hydrology Node Area (ac) 100-yr (cfs) Pipe Diameter (in) A I MP* RATIO (%) B 106 8.87 21.22 24 ± 79% C 206 3.71 9.81 21 ± 79% 1F 316 11.18 34.97 33 ± 88% 2F 410 10.84 35.39 33 ± 88%** 3F 512 9.41 28.17 30 ± 88% 4F 605 2.7 7.77 21 ± 88% 1 724 37.05 90.79 48 ± 83% 1P 808 7.45 17.98 27 ± 80% 2P 906 7.59 19.03 27 ± 79% 3P 1005 4.01 10.69 21 ± 79% 4P 1103 3.37 9.57 21 ± 80% 1D 1218 11.36 36.82 30 ± 88% 2D 1302 1.51 6.72 18 ± 88% 3D 1402 0.49 1.81 18 ± 88% 4D 1502 2.42 10.06 18 ± 88% 5D 1602 1.03 3.23 18 0 1707 1.07 2.78 18 Q 1801 1.27 5.22 N/A N/A *AIMP = IMPERVIOUS AREA **PORTION OF PA5 DRAINING TO M2 DRAINAGE BASIN DRAINAGE BOUNDARY 01--* FLOW PATH DO BASIN ID (TC-10) 4P SUBAREA DESIGNATION 3.37 AREA (ACRES) _ INFILTRATION BASIN (TC-11) _ EXISTING LAKE (TC-20) OLANDSCAPE (SD-10, SD-12) _ HARDSCAPE / PARKING / STREETS / WALKWAYS (SD-10, SD-11) _ SERVICE YARD / LOADING DOCK / TRASH ENCL. (SD-31, SD-32, SD-33, SD-35) PROPOSED STORM DRAIN DIA >= 1 FT (SD-10, SD-13) PROPOSED STORM DRAIN DIA < 1 ET (SD-10, SD-13) PROPOSED MAJOR CATCH BASIN (SD-10, SD-13) ❑ o PROPOSED MINOR CATCH BASIN (SD-10, SD-13) NOTE: -ALL STREETS ARE PUBLIC STREETS, EXCEPT PRIVATE STREETS WITHIN PA3. -REFER TO SEPARATE STORM DRAIN PLANS FOR MORE DETAILS OF SMALLER STORM DRAINS AND CATCH BASINS STRUCTURAL SOURCE CONTROL BMP LANDSCAPE AND IRRIGATION SYSTEM DESIGN (LANDSCAPED AREAS) (SD-10, SD-12) STORM DRAIN INLET STENCILING AND SIGNAGE (ALL INLETS) (SD-13) TRASH MANAGEMENT (HOTEL, RESIDENTIAL, MIXED USE AREAS) (SD-32) MAINTENANCE BAYS AND DOCKS (LOADING DOCKS) (SD-31) VEHICLE WASHING AND OUTDOOR WORK AREAS (SERVICE YARDS) (SD-33, SD-35) 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 REGION TYPE WATER BODY CALWATER LLUTANTS/STRESSOR _ POTENTIAL ESTIMATE OPOSED TMDL NAME WATERSHED F SOURCES SIZE AFFECTED COMPLETION �� 1 Toxaphene Source Unknown 57 Miles 2019 7 R Coachella Valley Storm 71947000 DDT Source Unknown 24 Miles 2021 Water Channel(Dichlorodiphenyltrichloroethane) 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. 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GRAPHIC SCALE EE111IBIT 2 INTERNATIONAL 14725 Alton Parkway, Irvine, CA 92618 Phone: (949) 472-3505 • MBAKERINTL.COM PRELI M I NARD ElRAINAIIE AREA MAP CILERROCK RESORT Whitewater River Region WQMP Montage Residential Appendix C Refer to Drainage Study provided on a separate cover — Appendix F Whitewater River Region WQMP Montage Residential Appendix D Educational Materials CASQA BMP Handbook Source Control BMPs SD-10 Site Design and Landscape Planning SD- 11 Roof Runoff Controls SD-12 Efficient Irrigation SD-13 Storm Drain Signage SD-32 Trash Storage Areas Treatment Control BMPs TC-11 Infiltration Basin TC-20 Wet Ponds Site Design & Landscape Planning SD-10 Design Objectives Q Maximize Infiltration Q Provide Retention 0 Slow Runoff 0 Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey Description Each project site possesses unique topographic, hydrologic, and vegetative features, some of which are more suitable for development than others. Integrating and incorporating appropriate landscape planning methodologies into the project design is the most effective action that can be done to minimize surface and groundwater contamination from stormwater. Approach Landscape planning should couple consideration of land suitability for urban uses with consideration of community goals and projected growth. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. Design Considerations Design requirements for site design and landscapes planning should conform to applicable standards and specifications of agencies with jurisdiction and be consistent with applicable ' General Plan and Local Area Plan policies. I !I-.:\ I�r0RMW A F I R January 2003 California Stormwater BMP Handbook 1 of New Development and Redevelopment www.cabmphandbooks.com SD-10 Site Design & Landscape Planning Designing New Installations Begin the development of a plan for the landscape unit with attention to the following general principles: ■ Formulate the plan on the basis of clearly articulated community goals. Carefully identify conflicts and choices between retaining and protecting desired resources and community growth. Map and assess land suitability for urban uses. Include the following landscape features in the assessment: wooded land, open unwooded land, steep slopes, erosion -prone soils, foundation suitability, soil suitability for waste disposal, aquifers, aquifer recharge areas, wetlands, floodplains, surface waters, agricultural lands, and various categories of urban land use. When appropriate, the assessment can highlight outstanding local or regional resources that the community determines should be protected (e.g., a scenic area, recreational area, threatened species habitat, farmland, fish run). Mapping and assessment should recognize not only these resources but also additional areas needed for their sustenance. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels. Conserve Natural Areas during Landscape Planning If applicable, the following items are required and must be implemented in the site layout during the subdivision design and approval process, consistent with applicable General Plan and Local Area Plan policies: ■ Cluster development on least -sensitive portions of a site while leaving the remaining land in a natural undisturbed condition. ■ Limit clearing and grading of native vegetation at a site to the minimum amount needed to build lots, allow access, and provide fire protection. ■ Maximize trees and other vegetation at each site by planting additional vegetation, clustering tree areas, and promoting the use of native and/or drought tolerant plants. ■ Promote natural vegetation by using parking lot islands and other landscaped areas. ■ Preserve riparian areas and wetlands. Maximize Natural Water Storage and Infiltration Opportunities Within the Landscape Unit ■ Promote the conservation of forest cover. Building on land that is already deforested affects basin hydrology to a lesser extent than converting forested land. Loss of forest cover reduces interception storage, detention in the organic forest floor layer, and water losses by evapotranspiration, resulting in large peak runoff increases and either their negative effects or the expense of countering them with structural solutions. ■ Maintain natural storage reservoirs and drainage corridors, including depressions, areas of permeable soils, swales, and intermittent streams. Develop and implement policies and 2 of 4 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www cabmphandbooks.com Site Design & Landscape Planning SD-10 regulations to discourage the clearing, filling, and channelization of these features. Utilize them in drainage networks in preference to pipes, culverts, and engineered ditches. ■ Evaluating infiltration opportunities by referring to the stormwater management manual for the jurisdiction and pay particular attention to the selection criteria for avoiding groundwater contamination, poor soils, and hydrogeological conditions that cause these facilities to fail. If necessary, locate developments with large amounts of impervious surfaces or a potential to produce relatively contaminated runoff away from groundwater recharge areas. Protection of Slopes and Channels during Landscape Design ■ Convey runoff safely from the tops of slopes. • Avoid disturbing steep or unstable slopes. ■ Avoid disturbing natural channels. ■ Stabilize disturbed slopes as quickly as possible. ■ Vegetate slopes with native or drought tolerant vegetation. ■ Control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems. ■ 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. ■ Install energy dissipaters, such as riprap, at the outlets of new storm drains, culverts, conduits, or channels that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving waters. • Line on -site conveyance channels where appropriate, to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. The first choice for linings should be grass or some other vegetative surface, since these materials not only reduce runoff velocities, but also provide water quality benefits from filtration and infiltration. If velocities in the channel are high enough to erode grass or other vegetative linings, riprap, concrete, soil cement, or geo-grid stabilization are other alternatives. ■ Consider other design principles that are 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. 3anuary 2003 California Stormwater BMP Handbook 3 of 4 New Development and Redevelopment www. cabmphandbooks. com SD-10 Site Design & Landscape Planning Redevelopment may present significant opportunity to add features which had not previously been implemented Examples include incorporation of depressions, areas of permeable soils, and swales in newly redeveloped areas. While some site constraints may exist due to the status of already existing infrastructure, opportunities should not be missed to maximize infiltration, slow runoff, reduce impervious areas, disconnect directly connected impervious areas. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 20D2. Stormwater Management Manual for Western Washington, Washington State Department of Ecology, August 2001. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Portof San Diego, and Cities in San Diego County, February t4, 2oo2. 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. 4 of a Callfunla Stormwater BMP Handbook January 2003 New Development and Redwelopme t w ww cabmphandbooks. corn Roof Runoff Controls SD-11 Design Objectives Q Mwarnize Infiltration Q Provide Retention Q Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials E[ Contain Pollutants Collect and Convey Rain Garden Description Various roof runoff controls are available to address stormwater that drains off rooftops. The objective is to reduce the total volume and rate of runoff from individual lots, and retain the pollutants on site that may be picked up from roofing materials and atmospheric deposition. Roof runoff controls consist of directing the roof runoff away from paved areas and mitigating flow to the storm drain system through one of several general approaches: cisterns or rain barrels; dry wells or infiltration trenches; pop-up emitters, and foundation planting. The first three approaches require the roof runoff to be contained in a gutter and downspout system. Foundation planting provides a vegetated strip under the drip line of the roof. Approach Design of individual lots for single-family homes as well as lots for higher density residential and commercial structures should consider site design provisions for containing and infiltrating roof runoff or directing roof runoff to vegetative swales or buffer areas. Retained water can be reused for watering gardens, lawns, and trees. Benefits to the environment include reduced demand for potable water used for irrigation, improved stormwater quality, increased groundwater recharge, decreased runoff volume and peak flows, and decreased flooding potential. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. Design Considerations Designing New Installations Cisterns or Rain Barrels One method of addressing roof runoff is to direct roof downspouts to cisterns or rain barrels. A cistern is an above ground storage vessel with either a manually operated valve or a permanently open outlet. Roof runoff is temporarily stored and then released for irrigation or infiltration between storms. The number of rain January 2003 California Stormwater BMP Handbook 1 of 3 New Development and Redevelopment www.cabmphandbook.com SD-11 Roof Runoff Controls barrels needed is a function of the rooftop area. Some low impact developers recommend that every house have at least 2 rain barrels, with a minimum storage capacity of i000 liters. Roof barrels serve several purposes including mitigating the first flush from the roof which has a high volume, amount of contaminants, and thermal load. Several types of rain barrels are commercially available. Consideration must be given to selecting rain barrels that are vector proof and childproof. In addition, some barrels are designed with a bypass valve that filters out grit and other contaminants and routes overflow to a soak -away pit or rain garden. If the cistern has an operable valve, the valve can be closed to store stormwater for irrigation or infiltration between storms. This system requires continual monitoring by the resident or grounds crews, but provides greater flexibility in water storage and metering. If a cistern is provided with an operable valve and water is stored inside for long periods, the cistern must be covered to prevent mosquitoes from breeding. A cistern system with a permanently open outlet can also provide for metering stormwater runoff. If the cistern outlet is significantly smaller than the size of the downspout inlet (say 1/4 to 1/2 inch diameter), runoff will build up inside the cistern during storms, and will empty out slowly after peak intensities subside. This is a feasible way to mitigate the peak flow increases caused by rooftop impervious land coverage, especially for the frequent, small storms. Dry wells and Infiltration Trenches Roof downspouts can be directed to dry wells or infiltration trenches. A dry well is constructed by excavating a hole in the ground and filling it with an open graded aggregate, and allowing the water to fill the dry well and infiltrate after the storm event. An underground connection from the downspout conveys water into the dry well, allowing it to be stored in the voids. To minimize sedimentation from lateral soil movement, the sides and top of the stone storage matrix can be wrapped in a permeable filter fabric, though the bottom may remain open. A perforated observation pipe can be inserted vertically into the dry well to allow for inspection and maintenance. In practice, dry wells receiving runoff from single roof downspouts have been successful over long periods because they contain very little sediment. They must be sized according to the amount of rooftop runoff received, but are typically q to 5 feet square, and 2 to 3 feet deep, with a minimum of i-foot soil cover over the top (maximum depth of io feet). To protect the foundation, dry wells must be set away from the building at least io feet. They must be installed in solids that accommodate infiltration. In poorly drained soils, dry wells have very limited feasibility. Infiltration trenches function in a similar manner and would be particularly effective for larger roof areas. An infiltration trench is a long, narrow, rock -filled trench with no outlet that receives stormwater runoff. These are described under Treatment Controls. Pop-up Drainage Emitter Roof downspouts can be directed to an underground pipe that daylights some distance from the building foundation, releasing the roof runoff through a pop-up emitter. Similar to a pop-up irrigation head, the emitter only opens when there is flow from the roof. The emitter remains flush to the ground during dry periods, for ease of lawn or landscape maintenance. 2 of 3 California Stormwater BMP Handbook 3anuary 2003 New Development and Redevelopment www . cabmphandbook . com Roof Runoff Controls SD-11 Foundation Planting Landscape planting can be provided around the base to allow increased opportunities for stormwater infiltration and protect the soil from erosion caused by concentrated sheet flow coming off the roof. Foundation plantings can reduce the physical impact of water on the soil and provide a subsurface matrix of roots that encourage infiltration. These plantings must be sturdy enough to tolerate the heavy runoff sheet flows, and periodic soil saturation. 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 disturbingactivities 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. Supplemental Information Examples • City of Ottawa's Water Links Surface -Water Quality Protection Program • City of Toronto Downspout Disconnection Program s City of Boston, MA, Rain Barrel Demonstration Program Other Resources Hager, Marty Catherine, Stormwater, "Low -Impact Developmenf, January/February 2003. www.stormhzo.com Low Impact Urban Design Tools, Low Impact Development Design Center,. Beltsville, MD. www.lid-stormwater.net Start at the Source, Bay Area Stormwater Management Agencies Association, 1999 Edition January 2003 Callfomla Stormwater BMP Handbook 3 of 3 New Development and Redevelcyment www.cabmphandbook .corn Efficient Irrigation SD-12 Design Objectives 0 Mawm¢e Infiltration H Provide Retention 0 Slow Runoff Minimize Impervious Land coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convoy Description Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stormwater drainage systems. Approach Project plan designs for development and redevelopment should include application methods of irrigation water that minimize runoff of excess irrigation water into the stormwater conveyance system. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Deskaing New Installations The following methods to reduce excessive irrigation nmoff should be considered, and incorporated and implemented where determined applicable and feasible by the Permittee: . Employ rain -triggered shutoff devices to prevent irrigation after precipitation. . Design irrigation systems to each landscape area's specific water requirements, Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. . Implement landscape plans consistent with County or City - - water conservation resolutions, which may include provision of water sensors, programmable irrigation times (for short cycles), etc. 99. January 2003 Califon -la Stormwater BMP Handbook 1 of 2 New Development and Redevelooment www.cabmphandboots corn SD-12 Efficient Irrigation ■ Design timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the storm water drainage system. ■ Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements (for example, native or drought tolerant species). Consider design features such as: - Using mulches (such as wood chips or bar) in planter areas without ground cover to minimize sediment in runoff - Installing appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native plant materials where possible and/or as recommended by the landscape architect - Leaving a vegetative barrier along the property boundary and interior watercourses, to act as a pollutant filter, where appropriate and feasible - Choosing plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth ■ Employ other comparable, equally effective methods to reduce irrigation water runoff. 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. 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. 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Storm Drain Signage SD-13 Design Objectives Maxmize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey Description Waste materials dumped into storm drain inlets can have severe impacts on receiving and ground waters. Posting notices regarding discharge prohibitions at storm drain inlets can prevent waste dumping. Storm drain signs and stencils are highly visible source controls that are typically placed directly adjacent to storm drain inlets. Approach The stencil or affixed sign contains a brief statement that prohibits dumping of improper materials into the urban runoff conveyance system. Storm drain messages have become a popular method of alerting the public about the effects of and the prohibitions against waste disposal. Suitable Applications Stencils and signs alert the public to the destination of pollutants discharged to the storm drain. Signs are appropriate in residential, commercial, and industrial areas, as well as any other area where contributions or dumping to storm drains is likely. Design Considerations Storm drain message markers or placards are recommended at all storm drain inlets within the boundary of a development project. The marker should be placed in clear sight facing toward anyone approaching the inlet from either side. All storm drain inlet locations should be identified on the development site map. Designing New Installations The following methods should be considered for inclusion in the project design and show on project plans: ■ Provide stenciling or labeling of all storm drain inlets and catch basins, constructed or modified, within the project area with prohibitive language. Examples include "NO DUMPING January 2003 California Stormwater BMP Handbook. 1 of 2 New Development and Redevelopment www.cabmphandbooks.com SD-13 Storm Drain Signage DRAINS TO OCEAN" and/or other graphical icons to discourage illegal dumping. ■ Post signs with prohibitive language and/or graphical icons, which prohibit illegal dumping at public access points along channels and creeks within the project area. Note - Some local agencies have approved specific signage and/or storm drain message placards for use. Consult local agency stormwater staff to determine specific requirements for placard types and methods of application. 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. If the project meets the definition of "redevelopment", then the requirements stated under" designing new installations" above should be included in all project design plans. Additional Information Maintenance Considerations ■ Legibility of markers and signs should be maintained. If required by the agency with jurisdiction over the project, the owner/operator or homeowner's association should enter into a maintenance agreement with the agency or record a deed restriction upon the property title to maintain the legibility of placards or signs. Placement ■ Signage on top of curbs tends to weather and fade. ■ Signage on face of curbs tends to be worn by contact with vehicle tires and sweeper brooms. Supplemental Information Examples ■ Most MS4 programs have storm drain signage programs. Some MS4 programs will provide stencils, or arrange for volunteers to stencil storm drains as part of their outreach program. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSM P), 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. 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Trash Storage Areas SD-32 Description Trash storage areas are areas where a trash receptacle (s) are located for use as a repository for solid wastes. Stormwater runoff from areas where trash is stored or disposed of can be polluted. In addition, loose trash and debris can be easily transported by water or wind into nearby storm drain inlets, channels, and/or creeks. Waste handling operations that may be sources of stormwater pollution include dumpsters, litter control, and waste piles. Approach This fact sheet contains details on the specific measures required to prevent or reduce pollutants in stormwater runoff associated with trash storage and handling. Preventative measures including enclosures, containment structures, and impervious pavements to mitigate spills, should be used to reduce the likelihood of contamination. Suitable Applications Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials 0 Contain Pollutants Collect and Convey Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Design requirements for waste handling areas 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 and ordinance requirements. Hazardous waste should be handled in accordance with legal requirements established in 'Title 22, California Code of Regulation. Wastes from commercial and industrial sites are typically hauled by either public or commercial carriers that may have design or access requirements for waste storage areas. The design criteria in this fact sheet are recommendations and are not intended to be in conflict with requirements established by the waste hauler. The waste hauler should be contacted prior to the design of your site trash collection areas. Conflicts or issues should be discussed with the local agency. Designing New Installations Trash storage areas should be designed to consider the following structural or treatment control BMPs: ■ Design trash container areas so that drainage from adjoining roofs and pavement is diverted around the area(s) to avoid run-on. This might include berming or grading the waste handling area to prevent run-on of stormwater. - ■ Make sure trash container areas are screened or walled to prevent off -site transport of trash. ' January 2003 Califomia Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com SD-32 Trash Storage Areas ■ Use lined bins or dumpsters to reduce leaking of liquid waste. ■ Provide roofs, awnings, or attached lids on all trash containers to minimize direct precipitation and prevent rainfall from entering containers. • Pave trash storage areas with an impervious surface to mitigate spills. • Do not locate storm drains in immediate vicinity of the trash storage area. ■ Post signs on all dumpsters informing users that hazardous materials are not to be disposed of therein. 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 Maintenance Considerations The integrity of structural elements that are subject to damage (i.e., screens, covers, and signs) must be maintained by the owner/operator. Maintenance agreements between the local agency and the owner/operator may be required. Some agencies will require maintenance deed restrictions to be recorded of the property title. If required by the local agency, maintenance agreements or deed restrictions must be executed by the owner/operator before improvement plans are approved. 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. 2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com TC-11 Infiltration Basin significant portion of the average annual rainfall runoff is infiltrated and evaporated rather than flushed directly to creeks. ■ If the water quality volume is adequately sized, infiltration basins call be useful for providing control of channel formiug (erosion) and high frequency (generally less that) the 2-Veal') flood events. Limitations • May not be appropriate for industrial sites or locatinim where spills may nmir ■ Infiltration basins require a mimirmwm soil infiltration rate of 0.5 imches/hour, not appropriate at sites Mill Hydrologic Soil TNI*s C and D. ■ If infiltration rates exceed 2.4 inches/hour, then the runoff should be fulh• treated prior to infiltration to protect groundwater qualit% • Not suitable oil fill sites or steep slopes. ■ Risk of groundwater contamination in ven, coarse soils. ■ Upstream drainage area must be completely stabilized before construction ■ Difficult to restore functioning of infiltration basins once clogged. Design and Sizing Guidelines ■ Water quality volume determined by local requirements of sized so that 85% of the annual runoff volume is captured. ■ Basin sized so that the entire Crater quality volume is infiltrated uithin 48 hours • Vegetatiou establishment on the basin floor may help reduce the clogging rate Construction/Inspection Considerations ■ Before construction begins, stabilize the entire area draining to the facility If impossible, place a diversion berm around the perimeter of the infiltration site to prevent sediment entrance during construction or remove the top 2 inclles of soil after the site is stabililized Stabilize the entire contributing drainage area. including the side slopes. befom alloming am• nmoff to enter once construction is complete ■ Place excavated Material such that it call not be washed back mto the basin if a storm occurs during construction of the facility. • Build the basin without drnilig heavy equipment over the infiltratiom surface Any equipment driven on the surface should have extra-i%ide Vlow pressure") tires Prior to am, construction. rope off the infiltration area to stop entrance by unwanted equipment • After final grading, till the mfiltration surface deepl . ■ tIse appropriate erosion control seed iuix for the specific proiect and location 2 of 8 Callfornla Stof mwater BMP Handbook )an ,ary 2003 New Development and Redevelopment wv, w cabmphandbooks com TC-11 Infiltration Basin a Base flow should not be present m the tributan• watershed Secondary Screening Based on Site Geotechnical Investigation ■ At least three in -hole conducti+ity tests shall be perforvled using USBR 7300-89 or Bouwer- R.ice procedures (the latter if growldwater is encou)ltered ++ithin the boring), two tests at different locations uithin the proposed basin and the third down gradient by no More than approximately io ill. Tile tests shall measure pen►leability in the side slopes and the bed ++ithin a depth of 3 ill of the im-ert. ■ The nlinilnum acceptable hydraulic conducti+ity as measured in an%, of the three required test holes is 13 nlnl/hr. If am- test hole shows less than the nliniulum value; the site should be disqualified from further consideration. • Exclude from consideration sites constructed in fill or partially ill fill unless no silts or clays are present in the soil boring Fill tends to be compacted; uith clays in a dispersed rather than flocculated state, greath• reducing permeabilit},. a The geoteclltlical ilwestigatioa should be such that a good wlderstanding is gained as to how the stormwater runoff %%ill nlo+•e in the soil (horizontally or +•erticalh•) and if there are an3- geological conditions that could inhibit the movement of water. Additional Design Guidelines ( r) Basin Sizing - The required water quality volume is determined b%, local regulations or sufficient to capture 85% of the annual runoff. (2) Pro%ide pretreatment if sediment loading is a maintenance concerti for the basil]. (3) lnchrde energ+• dissipation in the inlet design for the basins A+•oid designs that include a permanent pool to reduce opportlulit%• for standing water and associated +•ector problems (a) Brim im•ert area should be determined b%- the equation: 1= liQ1. kr ++here A = Basin im-er•t area (1112) %%*Q%' = wntcr qunlith• volume (n13) k = 0.5 times the lowest field -measured h+•drnulrc comducti+ity t = drawdomi tinle ( 48 hr) (5) TI1e use of Vertical piping. either for distribution or infiltration erlhamement shall not be allowed to avoid device classification ac a Class %* 111jection well per 40 CFR146.5(e)(4). 4 of 8 Callfon,la Stor mwater BMP Handbook )anuary 2003 New Development and Redevelopment %vww tabmphandbooks com TC-11 Infiltration Basin References and Sources of Additional Information Caltrans, 2002, B11IP Retrofit Pilot Program Proposed Final Report, Rpt MAV-RT-or-050, California Dept. of Transportation, Sacramento, CA. Galli, J 1992. A►talysis of IJrba►t BMPPerfor►rtalice and Lottget-ity in Prince George's County, Maryland hietropolitan 11'ashington Council of Governments, Washington, DC Hilding, K. 1996. Lo» ge%ity of infiltration basins assessed in Puget Sound. Watershed A-otection Techniques 1(3)"21-125 Man•land Department of the Emyroument (AIDE). 2000. Mnr yland Stor►tuvater Design Manual. htW: J jmy%v_nnde.state iiid.us/e"%'91'ontllellt/%%,jlla-/stoniiwa-tentiaiivaI Accessed Alay 22,2002. Metzger, Al. E., D. F. Messer, C. L Beitia, C. M. Myers, and V. L Kramer. 2002. Ilse Dark Side Of Stornnvater Runoff Aianagennent: Disease Vectors Associated With Structural BAIPs. Storrmwater 3(2): 24-39. Nightingale, H.l., 1975, "Lead, Zinc, and Copper in Soils of urban Storrs -Runoff Retention Basins," American Water Works Assoc. Journal. Vol. 67, P. 443-446 Nightingale. H.I., 1987a, -Water Quality beneath Urban Runoff Water Management Basins." Water Resources Bulletin, VOL 23, P. 197-205. Nightingale, H.l., 1987b, "Accun►ulation of As, Ai, Cu, and Pb in Retention and Recharge Basin Soils from Vrbarn Runoff,' Water Resources Bulletin, Vol. 23, p. 663-672. Nightingale, HT, 1987c, "Organic Pollutants in Soils of Retention/Recharge Basins Receiving Urban Runoff Water,- Soil Science Vol 148. PP 39-45 Nightingale, H.1., Harrison, D.. and Salo, J.E., 1985, "All Evaluation Technique for Ground- water Quality Beneath Ili ban Runoff Retention and Percolation Basins," Ground Water Monitoring Re%ie%v, Vol. 5, No. r, PP. 43-50. Oberts, G. 1994. Performance of Stornnaater Ponds and Wetlands in Winter. watershed A-otection Techniques 02): 64-68. Pitt, R., et al. 1994, Potential Groundwater Cottta►ttit►atio►l front Ir►tentio►tal and Noninte►ttio►tal Stortrnvater• Infiltration, EPA/600/R-94/051, Risk Reduction Engineering Laboratory, I,.S EPA, Cincinnati. OH Sclnueler, T. 1987. Corrtrollirtg (rrbart Runq#* A Ptrntical 1101114al for Planning and Designing (►r-ban B'11Ps. Metropolitan washington Council of GOVernunents, Washington, DC. Schroeder, R.A.. 1995. Potential For Chemical Transport Beneath a Stor-►rt-Ru►toff Recharge (Retch oft) Bas►tt for au Industrial Catch►rtent in Fresno, CA, ['SGS Water -Resource Investigations Report 93-4140 6 of B Callfornla Stormwatei SMp Handbook ]anuary 2003 New Development and Redevelopment ww►v cabmphandbmoks com TC-11 Infiltration Basin cowia r.,�aaea ll1YMlVol,- t 11111Y1BICY aaa MLMY ___ ••MT MYY....... ___�{1\\ 01r1eI111 `..«u......... \•, PLAN VIEW »raY. .... — V w MLIII►INOEaMW M1rLMGeIM _ / sruaykorsTcaraowm wm.srtrrnua.. raTewawnwaw PROFILE S of B Caldomb Stormwate !Mp Handbook lanuery 2003 New Development and kedevelopmenl www.cabmphandbooks <om Retention/Irrigation TC-12 Description Retention/irrigation refers to the capture of stormwater runoff in a holding pond and subsequent use of the captured volume for irrigation of landscape of natural pervious areas. This technology is very effective as a stormwater quality practice in that, for the captured water quality volume, it provides virtually no discharge to receiving waters and high stormwater constituent removal efficiencies. This technology mimics natural undeveloped watershed conditions wherein the vast majority of the rainfall volume during smaller rainfall events is infiltrated through the soil profile. Their main advantage over other infiltration technologies is the use of an irrigation system to spread the runoff over a larger area for infiltration. This allows them to be used in areas with low permeability soils. Capture of stormwater can be accomplished in almost any kind of runoff storage facility, ranging from dry, concrete -lined ponds to those with vegetated basins and permanent pools. The pump and wet well should be automated with a rainfall sensor to provide irrigation only during periods when required infiltration rates can be realized. Generally, a spray irrigation system is required to provide an adequate flow rate for distributing the water quality volume (LCRA, 1998). Collection of roof runoff for subsequent use (rainwater harvesting) also qualifies as a retention/irrigation practice. This technology is still in its infancy and there are no published reports on its effectiveness, cost, or operational requirements. The guidelines presented below should be considered tentative until additional data are available. California Experience This BMP has never been implemented in California, only in the Austin, Texas area. The use there is limited to watersheds where no increase in pollutant load is allowed because of the sensitive nature of the watersheds. Advantages ■ Pollutant removal effectiveness is high, accomplished primarily by: (1) sedimentation in the primary storage facility; (2) physical filtration of particulates through the soil profile; (3) dissolved constituents uptake in the vegetative root zone by the soil -resident microbial community. Design Considerations ■ Soil for Infiltration ■ Area Required o Slope ■ Environmental Side -effects Targeted Constituents 0 Sediment ■ 0 Nutrients ■ 0 Trash ■ 0 Metals ■ 0 Bacteria 0 Oil and Grease 0 0 Organics o Legend (Removal Effectiveness) • Low 1U High ♦ Medium January 2003 California Stormwater BMP Handbook 1 Of S New Development and Redevelopment www.cabmphandbooks.com TC-12 Retention/Irrigation The hydrologic characteristics of this technique are effective for simulating pre -developed watershed conditions through: (i) containment of higher frequency flood volumes (less than about a 2-year event); and (2) reduction of flow rates and velocities for erosive flow events. ■ Pollutant removal rates are estimated to be nearly i00% for all pollutants in the captured and irrigated stormwater volume. However, relatively frequent inspection and maintenance is necessary to assure proper operation of these facilities. ■ This technology is particularly appropriate for areas with infrequent rainfall because the system is not required to operate often and the ability to provide stormwater for irrigation can reduce demand on surface and groundwater supplies. Limitations ■ Retention -irrigation is a relatively expensive technology due primarily to mechanical systems, power requirements, and high maintenance needs. ■ Due to the relative complexity of irrigation systems, they must be inspected and maintained at regular intervals to ensure reliable system function. ■ Retention -irrigation systems use pumps requiring electrical energy inputs (which cost money, create pollution, and can be interrupted). Mechanical systems are also more complex, requiring skilled maintenance, and they are more vulnerable to vandalism than simpler, passive systems. ■ Retention -irrigation systems require open space for irrigation and thus may be difficult to retrofit in urban areas. • Effective use of retention irrigation requires some form of pre-treatment of runoff flows (i.e., sediment forebay or vegetated filter) to remove coarse sediment and to protect the long-term operating capacity of the irrigation equipment. ■ Retention/irrigation BMPs capture and store water that, depending on design may be accessible to mosquitoes and other vectors for breeding. Design and Sizing Guidelines ■ Runoff Storage Facility Configuration and Sizing - Design of the runoff storage facility is flexible as long as the water quality volume and an appropriate pump and wet well system can be accommodated. ■ Pump and Wet Well System - A reliable pump, wet well, and rainfall or soil moisture sensor system should be used to distribute the water quality volume. These systems should be similar to those used for wastewater effluent irrigation, which are commonly used in areas where "no discharge" wastewater treatment plant permits are issued. ■ Detention Time - The irrigation schedule should allow for complete drawdown of the water quality volume within 72 hours. Irrigation should not begin within 12 hours of the end of rainfall so that direct storm runoff has ceased and soils are not saturated. Consequently, the length of the active irrigation period is 6o hours. The irrigation should include a cycling factor of 1/2, so that each portion of the area will be irrigated for only 3o hours during the 2 of 5 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Retention/ Irrigation TC-12 total of 6o hours allowed for disposal of the water quality volume. Irrigation also should not occur during subsequent rainfall events. ■ Irrigation System - Generally a spray irrigation system is required to provide an adequate flow rate for timely distribution of the water quality volume. ■ Designs that utilize covered water storage should be accessible to vector control personnel via access doors to facilitate vector surveillance and control if needed. ■ Irrigation Site Criteria — The area selected for irrigation must be pervious, on slopes of less than io%. A geological assessment is required for proposed irrigation areas to assure that there is a minimum of 12 inches of soil cover. Rocky soils are acceptable for irrigation; however, the coarse material (diameter greater than 0.5 inches) should not account for more than 30% of the soil volume. Optimum sites for irrigation include recreational and greenbelt areas as well as landscaping in commercial developments. The stormwater irrigation area should be distinct and different from any areas used for wastewater effluent irrigation. Finally, the area designated for irrigation should have at least a ioo-foot buffer from wells, septic systems, and natural wetlands. ■ Irrigation Area — The irrigation rate must be low enough so that the irrigation does not produce any surface runoff; consequently, the irrigation rate may not exceed the permeability of the soil. The minimum required irrigation area should be calculated using the following formula: A_ 12xV Txr where: A = area required for irrigation (ft2) V = water quality volume (ft3) T = period of active irrigation (3o hr) r = Permeability (in/hr) ■ The permeability of the soils in the area proposed for irrigation should be determined using a double ring infiltrometer (ASTM D 3385-94) or from county soil surveys prepared by the Natural Resource Conservation Service. If a range of permeabilities is reported, the average value should be used in the calculation. If no permeability data is available, a value of o.i inches/hour should be assumed. • It should be noted that the minimum area requires intermittent irrigation over a period of 6o hours at low rates to use the entire water quality volume. This intensive irrigation may be harmful to vegetation that is not adapted to long periods of wet conditions. In practice, a much larger irrigation area will provide better use of the retained water and promote a healthy landscape. January 2003 California Stormwater BMP Handbook 3 of 5 New Development and Redevelopment www.cabmphandbooks.com TC-12 Retention/Irrigation Performance This technology is still in its infancy and there are no published reports on its effectiveness, cost, or operational requirements. Siting Criteria Capture of stormwater can be accomplished in almost an}, kind of runoff storage facility, ranging from dry, concrete -lined ponds to those with vegetated basins and permanent pools. Siting is contingent upon the type of facility used. Additional Design Guidelines This technology is still in its infancy and there are no published reports on its effectiveness, cost, or operational requirements. Maintenance Relatively frequent inspection and maintenance is necessary to verify proper operation of these facilities. Some maintenance concerns are specific to the type or irrigation system practice used. BMPs that store water can become a nuisance due to mosquito and other vector breeding. Preventing mosquito access to standing water sources in BMPs (particularly below -ground) is the best prevention plan, but can prove challenging due to multiple entrances and the need to maintain the hydraulic integrity of the system. Reliance on electrical pumps is prone to failure and in some designs (e.g., sumps, vaults) may not provide complete dewatering, both which increase the chances of water standing for over 72 hours and becoming a breeding place for vectors. BMPs that hold water for over 72 hours and/or rely on electrical or mechanical devices to dewater may require routine inspections and treatments by local mosquito and vector control agencies to suppress mosquito production. Open storage designs such as ponds and basins (see appropriate fact sheets) will require routine preventative maintenance plans and may also require routine inspections and treatments by local mosquito and vector control agencies. Cost This technology is still in its infancy and there are no published reports on its effectiveness, cost, or operational requirements. However, O&M costs for retention -irrigation systems are high compared to virtually all other stormwater quality control practices because of the need for: (i) frequent inspections; (2) the reliance on mechanical equipment; and (3) power costs. References and Sources of Additional Information Barrett, M., 1999, Complying with the Edwards Aquifer Rules: Technical Guidance on Best Management Practices, Texas Natural Resource Conservation Commission Report RG-348. kitty•//www tnrcc state tx usZadmin Jtopdoc/r9/-3a8/index. tml Lower -Colorado River Authority (LCRA), 1998, Nonpoint Source Pollution Control Technical Manual, Austin, TX. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The dark side of stormwater runoff management: disease vectors associated with structural BMPs. Stormwater 3(2):24-39• 4 of S California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Retention/Irrigation TC-12 January 2003 California Stormwater BMP Handbook 5 of 5 New Development and Redevelopment www.cabmphandbooks.com Wet Ponds TC-20 Description Wet ponds (a.k.a. stormwater ponds, retention ponds, wet extended detention ponds) are constructed basins that have a permanent pool of water throughout the year (or at least throughout the wet season) and differ from constructed wetlands primarily in having a greater average depth. Ponds treat incoming stormwater runoff by settling and biological uptake. The primary removal mechanism is settling as stormwater runoff resides in this pool, but pollutant uptake, particularly of nutrients, also occurs to some degree through biological activity in the pond. Wet ponds are among the most widely used stormwater practices. While there are several different versions of the wet pond design, the most common modification is the extended detention wet pond, where storage is provided above the permanent pool in order to detain stormwater runoff and promote settling. The schematic diagram is of an on-line pond that includes detention for larger events, but this is not required in all areas of the state. California Experience Caltrans constructed a wet pond in northern San Diego County (I-5 and La Costa Blvd.). Iargest issues at this site were related to vector control, vegetation management, and concern that endangered species would become resident and hinder maintenance activities. Advantages ■ If properly designed, constructed and maintained, wet basins can provide substantial aesthetic/recreational value and wildlife and wetlands habitat. ■ Ponds are often dewed as a public amenity when integrated into a park setting. Design Considerations ■ Area Required ■ Slope ■ Water Availability ■ Aesthetics ■ Environmental Side -effects Targeted Constituents 0 Sediment ■ 0 Nutrients 0 Trash ■ 0 Metals ■ 0 Bacteria ■ ® Oil and Grease ■ 0 Organics ■ Legend (Removal Effectiveness) • Low ■ High ♦ Medium aI • 91, l A l IH *NI A Sh1NMh A I U� January 2003 California Stormwater BMP Handbook 1 of 15 New Development and Redevelopment www.cabmphandbooks.com TC-20 Wet Ponds ■ Due to the presence of the permanent wet pool, properly designed and maintained wet basins can provide significant water quality improvement across a relatively broad spectrum of constituents including dissolved nutrients. ■ Widespread application with sufficient capture volume can provide significant control of channel erosion and enlargement caused by changes to flow frequency relationships resulting from the increase of imperious cover in a watershed. Limitations ■ Some concern about safety when constructed where there is public access. ■ Mosquito and midge breeding is likely to occur in ponds. ■ Cannot be placed on steep unstable slopes. • Need for base flow or supplemental water if water level is to be maintained. • Require a relatively large footprint ■ Depending on volume and depth, pond designs may require approval from the State Division of Safety of Dams Design and Sizing Guidelines ■ Capture volume determined by local requirements or sized to treat 85% of the annual runoff volume. ■ Use a draw down time of 48 hours in most areas of California. Draw down times in excess of 48 hours may result in vector breeding, and should be used only after coordination with local vector control authorities. Draw down times of less than 48 hours should be limited to BMP drainage areas with coarse soils that readily settle and to watersheds where warming may be detrimental to downstream fisheries. ■ Permanent pool volume equal to twice the water quality volume. ■ Water depth not to exceed about 8 feet. ■ Wetland vegetation occupying no more than 25% of surface area. ■ Include energy dissipation in the inlet design and a sediment forebay to reduce resuspension of accumulated sediment and facilitate maintenance. ■ A maintenance ramp should be included in the design to facilitate access to the forebay for maintenance activities and for vector surveillance and control. ■ To facilitate vector surveillance and control activities, road access should be provided along at least one side of BMPs that are seven meters or less in width. Those BMPs that have shoreline -to -shoreline distances in excess of seven meters should have perimeter road access on both sides or be designed such that no parcel of water is greater than seven meters from the road. 2 of 15 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandt>ooks.com Wet Ponds TC-20 Construction/Inspection Considerations ■ In areas with porous soils an impermeable liner may be required to maintain an adequate permanent pool level. ■ Outlet structures and piping should be installed Hith collars to prevent water from seeping through the fill and causing structural failure. a Inspect facility after first large storm to determine whether the desired residence time has been achieved. Performance The observed pollutant removal of a wet pond is highly dependent on two factors: the volume of the permanent pool relative to the amount of runoff from the typical event in the area and the quality of the base flow that sustains the permanent pool. A recent study (Caltrans, 2002) has documented that if the permanent pool is much larger than the volume of runoff from an average event, then displacement of the permanent pool by the wet weather flow is the primary process. A statistical comparison of the wet pond discharge quality during dry and wet weather shows that they are not significantly different. Consequently, there is a relatively constant discharge quality during storms that is the same as the concentrations observed in the pond during ambient (dry weather) conditions. Consequently, for most constituents the performance of the pond is better characterized by the average effluent concentration, rather than the "percent reduction," which has been the conventional measure of performance. Since the effluent quality is essentially constant, the percent reduction observed is mainly a function of the influent concentrations observed at a particular site. The dry and wet weather discharge quality is, therefore, related to the quality of the base flow that sustains the permanent pool and of the transformations that occur to those constituents during their residence in the basin. One could potentially expect a wide range of effluent concentrations at different locations even if the wet ponds were designed according to the same guidelines, if the quality of the base flow differed significantly. This may explain the wide range of concentration reductions reported in various studies. Concentrations of nutrients in base flow may be substantially higher than in urban stormwater runoff. Even though these concentrations may be substantially reduced during the residence time of the base flow in the pond, when this water is displaced by wet weather flows, concentrations may still be quite elevated compared to the levels that promote eutrophication in surface water systems. Consequently comparing influent and effluent nutrient concentrations during wet weather can make the performance seem highly variable. Relatively small perennial flows may often substantially exceed the wet weather flow treated. Consequently, one should also consider the load reduction observed under ambient conditions when assessing the potential benefit to the receiving water. Siting Criteria Wet ponds are a widely applicable stormwater management practice and can be used over a broad range of storm frequencies and sizes, drainage areas and land use types. Although they have limited applicability in highly urbanized settings and in and climates, they have few other restrictions. Wet basins may be constructed on- or off-line and can be sited at feasible locations along established drainage ways with consistent base flow. An off-line design is preferred. Wet basins are often utilized in smaller sub -watersheds and are particularly appropriate in areas with residential land January 2003 California Stormwater BMP Handbook 3 of 15 New Development and Redevelopment www.cabmphandbooks.com TC-20 Wet Ponds uses or other areas where high nutrient loads are considered to be potential problems (e.g., golf courses). Ponds do not consume a large area (typically 2-3 percent of the contributing drainage area); however, these facilities are generally large. Other practices, such as filters or swales, may be "squeezed" into relatively unusable land, but ponds need a relatively large continuous area. Wet basins are typically used in drainage basins of more than ten acres and less than one square mile (Schueler et al., 1992). Emphasis can be placed in siting wet basins in areas where the pond can also function as an aesthetic amenity or in conjunction with other stormwater management functions. Wet basin application is appropriate in the following settings: (1) where there is a need to achieve a reasonably high level of dissolved contaminant removal and/or sediment capture; (2) in small to medium-sized regional tributary areas with available open space and drainage areas greater than about 10 ha (25 ac.); (3) where base flow rates or other channel flow sources are relatively consistent year-round; (4) in residential settings where aesthetic and wildlife habitat benefits can be appreciated and maintenance activities are likely to be consistently undertaken. Traditional wet extended detention ponds can be applied in most regions of the United States, with the exception of and climates. In and regions, it is difficult to justify the supplemental water needed to maintain a permanent pool because of the scarcity of water. Even in semi -arid Austin, Texas, one study found that 2.6 acre-feet per year of supplemental water was needed to maintain a permanent pool of only 0.29 acre-feet (Saunders and Gilroy, 1997). Seasonal wet ponds (i.e., ponds that maintain a permanent pool only during the wet season) may prove effective in areas with distinct wet and dry seasons; however, this configuration has not been extensively evaluated. Wet ponds may pose a risk to cold water systems because of their potential for stream warming. When water remains in the permanent pool, it is heated by the sun. A study in Prince George's County, Maryland, found that stormwater wet ponds heat stormwater by about 90F from the inlet to the outlet (Galli, 19go). Additional Design Guidelines Specific designs may vary considerably, depending on site constraints or preferences of the designer or community. There are several variations of the wet pond design, including constructed wetlands, and wet extended detention ponds. Some of these design alternatives are intended to make the practice adaptable to various sites and to account for regional constraints and opportunities. In conventional wet ponds, the open water area comprises 5o% or more of the total surface area of the pond. The permanent pool should be no deeper than 2.5 m (8 feet) and should average 1.2 — 2 m (4-6 feet) deep. The greater depth of this configuration helps limit the extent of the vegetation to an aquatic bench around the perimeter of the pond with a nominal depth of about 1 foot and variable width. This shallow bench also protects the banks from erosion, enhances habitat and aesthetic values, and reduces the drowning hazard. The wet extended detention pond combines the treatment concepts of the dry extended detention pond and the wet pond. In this design, the water quality volume is detained above the permanent pool and released over 24 hours. In addition to increasing the residence time, which improves pollutant removal, this design also attenuates peak runoff rates. Consequently, this design alternative is recommended. 4 of 15 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandt>ooks.com Wet Ponds TC-20 Pretreatment incorporates design features that help to settle out coarse sediment particles. By removing these particles from runoff before they reach the large permanent pool, the maintenance burden of the pond is reduced. In ponds, pretreatment is achieved with a sediment forebay. A sediment forebay is a small pool (typically about io percent of the volume of the permanent pool). Coarse particles remain trapped in the forebay, and maintenance is performed on this smaller pool, eliminating the need to dredge the entire pond. There are a variety of sizing criteria for determining the volume of the permanent pool, mostly related to the water quality volume (i.e., the volume of water treated for pollutant removal) or the average storm size in a particular area. In addition, several theoretical approaches to determination of permanent pool volume have been developed. However, there is little empirical evidence to support these designs. Consequently, a simplified method (i.e., permanent pool volume equal to twice the water quality volume) is recommended. Other design features do not increase the volume of a pond, but can increase the amount of time stormwater remains in the device and eliminate short-circuiting. Ponds should always be designed with a length -to -width ratio of at least 1.5:1, where feasible. In addition, the design should incorporate features to lengthen the flow path through the pond, such as underwater berms designed to create a longer route through the pond. Combining these two measures helps ensure that the entire pond volume is used to treat stormwater. Wet ponds with greater amounts of vegetation often have channels through the vegetated areas and contain dead areas where stormwater is restricted from mixing with the entire permanent pool, which can lead to less pollutant removal. Consequently, a pond with open water comprising about 75% of the surface area is preferred. Design features are also incorporated to ease maintenance of both the forebay and the main pool of ponds. Ponds should be designed with a maintenance access to the forebay to ease this relatively routine (every 5-7 year) maintenance activity. In addition, ponds should generally have a drain to draw down the pond for vegetation harvesting or the more infrequent dredging of the main cell of the pond. Cold climates present many challenges to designers of wet ponds. The spring snowmelt may have a high pollutant load and a large volume to be treated. In addition, cold winters may cause freezing of the permanent pool or freezing at inlets and outlets. Finally, high salt concentrations in runoff resulting from road salting, and sediment loads from road sanding, may impact pond vegetation as well as reduce the storage and treatment capacity of the pond. One option to deal with high pollutant loads and runoff volumes during the spring snowmelt is the use of a seasonally operated pond to capture snow -melt during the winter and retain the permanent pool during warmer seasons. In this option, proposed by Oberts (1994), the pond has two water quality outlets, both equipped with gate valves. In the summer, the lower outlet is closed. During the fall and throughout the winter, the lower outlet is opened to draw down the permanent pool. As the spring melt begins, the lower outlet is closed to provide detention for the melt event. The manipulation of this system requires some labor and vigilance; a careful maintenance agreement should be confirmed. Several other modifications may help to improve the performance of ponds in cold climates. Designers should consider planting the pond with salt -tolerant vegetation if the facility receives road runoff. In order to counteract the effects of freezing on inlet and outlet structures, the use of inlet and outlet structures that are resistant to frost, including weirs and larger diameter pipes, may be January 2003 California Stormwater BMP Handbook 5 of 15 New Development and Redevelopment www.cabmphandbooks.com TC-20 Wet Ponds useful. Designing structures on-line, with a continuous flow of water through the pond, will also help prevent freezing of these structures. Finally, since freezing of the permanent pool can reduce the effectiveness of pond systems, it is important to incorporate extended detention into the design to retain usable treatment area above the permanent pool when it is frozen. Summary of Design Recommendations (1) Facility Sizing — The basin should be sized to hold the permanent pool as well as the required water quality volume. The volume of the permanent pool should equal twice the water quality volume. (2) Pond Configuration - The wet basin should be configured as a two stage facility with a sediment forebay and a main pool. The basins should be wedge-shaped, narrowest at the inlet and widest at the outlet. The minimum length to width ratio should be 1.5 where feasible. The perimeter of all permanent pool areas with depths of 4.0 feet or greater should be surrounded by an aquatic bench. This bench should extend inward 5-10 feet from the perimeter of the permanent pool and should be no more than 18 inches below normal depth. The area of the bench should not exceed about 25% of pond surface. The depth in the center of the basin should be 4 — 8 feet deep to prevent vegetation from encroaching on the pond open water surface. (3) Pond Side Slopes - Side slopes of the basin should be 3:1 (H:V) or flatter for grass stabilized slopes. Slopes steeper than 3:1 should be stabilized with an appropriate slope stabilization practice. (4) Sediment Forebay - A sediment forebay should be used to isolate gross sediments as they enter the facility and to simplify sediment removal. The sediment forebay should consist of a separate cell formed by an earthen berm, gabion, or loose riprap wall. The forebay should be sized to contain 15 to 25% of the permanent pool volume and should be at least 3 feet deep. Fait velocities from the forebay should not be erosive. Direct maintenance access should be provided to the forebay. The bottom of the forebay may be hardened (concrete) to make sediment removal easier. A fixed vertical sediment depth marker should be installed in the forebay to measure sediment accumulation. (5) Outflow Structure - Figure 2 presents a schematic representation of suggested outflow structures. The outlet structure should be designed to drain the water quality volume over 24 hours with the orifice sized according to the equation presented in the Extended Detention Basin fact sheet. The facility should have a separate drain pipe with a manual valve that can completely or partially drain the pond for maintenance purposes. To allow for possible sediment accumulation, the submerged end of the pipe should be protected, and the drain pipe should be sized to drain the pond within 24 hours. The valve should be located at a point where it can be operated in a safe and convenient manner. For on-line facilities, the principal and emergency spillways must be sized to provide 1.o foot of freeboard during the 25-year event and to safely pass the too -year flood. The embankment should be designed in accordance with all relevant specifications for small dams. 6 of 15 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks .Com Wet Ponds O ow Nd Oural Plpe o, Hood{arami Pod Locwde D.red'�ow Grates .°aoa kr Pa'sMvkpr Cooew k pro« sk\ : aa",aoo 1mniaaa y WTnen Slo. T Tope a a. O�iWdO«a 1 vokme Laver R - 1 R a and Re« Parr�wrp'Pool Tfdl-hl SWmme y ' r Patl Bovun OM verve pq Ou1bI PIW Wtle, Quo ty Rear Pq IMv, f.Rera 2.e1 bVaNa<2a w(a) eke Rasa to P.M Hydmtlaap Will Ovedbwlo� t�'ae 9am� Peak 6Mhnp Ematlwrro a Peak Savl^P Voluov b Weer Ovally Terminern- Pod t L— Emerp«wy?ab �rpe wM M. N Sloped Pqa tl Leeat la .am kebw Patde Supra (b) Pemtlrwn Pool level FomrVN« lc) Skit Vow TC-20 (6) Splitter Box - When the pond is designed as an off-line facility, a splitter structure is used to isolate the water quality volume. The splitter box, or other Bow diverting approach, should he designed to convey the 25-year event while providing at least 1.o foot of freeboard along pond side elopes. (y) Vegetation - A plan should be prepared that indicates how aquatic and terrestrial areas will be vegetatively stabilized. Wetland vegetation elements should be placed along the aquatic bench or in the shaDow portions of the permanent pool. The optimal elevation for planting of wetland vegetation is within 6 inches vertically of the normal pool elevation. A list of some wetland vegetation native to California is presented in Table 1. lanuary 2003 Califomla Stormwater SMP Handbook ] of 15 New Development and Redevelopment www.cabmphandbooks.com TC-20 Wet Ponds Table 1 Califomia Wetland Vegetation Botanical Name Common Name BACCHARIS SALICIFOLIA MULE FAT FRANKENIA GRANDIFOLIA HEATH SALIX GOODINGII BLACK WILLOW SALIX LASIOLEPIS ARROYO WILLOW SAMUCUS MEXICANUS MEXICAN ELDERBERRY HAPLOPAPPUS VENETUS COAST GOLDENBRUSH DISTICHIS SPICATA SALT GRASS LIMONIUM CALIFOJUNICUM COASTAL STATICE ATRIPLEX LEN n FORM IS COASTAL QUAIL BUSH BACCHARIS PILULARIS CHAPARRAL BROOM MIMULUS LONGIFLORUS MONKEY FLOWER SCIRPUS CALIFORNICUS BULRUSH SCIRPUSROBUSTUS BULRUSH TYPHA [ATIFOLtA BROADIY-AF CATTAIL JUNCUSACUTUS RUSH Maintenance The amount of maintenance required for a wet pond is highly dependent on local regulatory agencies, particular health and vector control agencies. These agencies are often extremely concerned about the potential for mosquito breeding that may occur in the permanent pool. Even though mosquito fish (Gambusia affinis) were introduced into a wet pond constructed by Caltrans in the San Diego area, mosquito breeding was routinely observed during inspections. In addition, the vegetation at this site became sufficiently dense on the bench around the edge of the pool that mosquito fish were unable to enter this area to feed upon the mosquito larvae. The vegetation at this site was particularly vigorous because of the high nutrient concentrations in the perennial base flow (15.5 mg/L NO3-N) and the mild climate, which permitted growth year round. Consequently, the vector control agency required an annual harvest of vegetation to address this situation. This harvest can be very expensive. On the other hand, routine harvesting may increase nutrient removal and prevent the export of these constituents from dead and dying plants falling in the water. A previous study (Faulkner and Richardson, 1991) documented dramatic reductions in nutrient removal after the first several years of operation and related it to the vegetation achieving a maximum density. That content then decreases through the growth season, as the total biomass increases. In effect, the total amount of 8 of 15 Callfornia Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Wet Ponds TC- 20 nutrients/m2 of wetland remains essentially the same from June through September, when the plants start to put the P back into the rhizomes. Therefore harvesting should occur between June and September. Research also suggests that harvesting only the foliage is less effective, since a very small percentage of the removed nutrients is taken out with harvesting. Since wet ponds are often selected for their aesthetic considerations as well as pollutant removal, they are often sited in areas of high visibility. Consequently, floating litter and debris are removed more frequently than would be required simply to support proper functioning of the pond and outlet. This is one of the primary maintenance activities performed at the Central Market Pond located in Austin, Texas. In this type of setting, vegetation management in the area surrounding the pond can also contribute substantially to the overall maintenance requirements. One normally thinks of sediment removal as one of the typical activities performed at stormwater BMPs. This activity does not normally constitute one of the major activities on an annual basis. At the concentrations of TSS observed in urban runoff from stable watersheds, sediment removal may only be required every 20 years or so. Because this activity is performed so infrequently, accurate costs for this activity are lacking. In addition to regular maintenance activities needed to maintain the function of wet ponds, some design features can be incorporated to ease the maintenance burden. In wet ponds, maintenance reduction features include techniques to reduce the amount of maintenance needed, as well as techniques to make regular maintenance activities easier. One potential maintenance concern in wet ponds is clogging of the outlet. Ponds should be designed with a non -clogging outlet such as a reverse -slope pipe, or a weir outlet with a trash rack. A reverse - slope pipe draws from below the permanent pool extending in a reverse angle up to the riser and establishes the water elevation of the permanent pool. Because these outlets draw water from below the level of the permanent pool, they are less likely to be clogged by floating debris. Typical maintenance activities and frequencies include: ■ Schedule semiannual inspections for burrows, sediment accumulation, structural integrity of the outlet, and litter accumulation. ■ Remove accumulated trash and debris in the basin at the middle and end of the wet season. The frequency of this activity may be altered to meet specific site conditions and aesthetic considerations. ■ Where permitted by the Department of Fish and Game or other agency regulations, stock wet ponds/constructed wetlands regularly with mosquito fish (Gambusio spp.) to enhance natural mosquito and midge control. ■ Introduce mosquito fish and maintain vegetation to assist their movements to control mosquitoes, as well as to provide access for vector inspectors. An annual vegetation harvest in summer appears to be optimum, in that it is after the bird breeding season, mosquito fish can provide the needed control until vegetation reaches late summer density, and there is time for re- growth for runoff treatment purposes before the wet season. In certain cases, more frequent plant harvesting may be required by local vector control agencies. January 2003 California Stormwater BMP Handbook 9 of 15 New Development and Redevelopment www.cabmphandbooks.com TC-20 Wet Ponds ■ Maintain emergent and perimeter shoreline vegetation as well as site and road access to facilitate vector surveillance and control acti-Oties. ■ Remove accumulated sediment in the forebay and regrade about every 5-7 years or when the accumulated sediment volume exceeds to percent of the basin volume. Sediment removal may not be required in the main pool area for as long as 20 years. Cost Construction Cost Wet ponds can be relatively inexpensive stormwater practices; however, the construction costs associated with these facilities vary considerably. Much of this variability can be attributed to the degree to which the existing topography will support a wet pond, the complexity and amount of concrete required for the outlet structure, and whether it is installed as part of new construction or implemented as a retrofit of existing storm drain system. A recent study (Brown and Schueler, 1997) estimated the cost of a variety of stormwater management practices. The study resulted in the following cost equation, adjusting for inflation: C = 24.5vo.70s where: C = Construction, design and permitting cost; V = Volume in the pond to include the 10-year storm (ft3). Using this equation, typical construction costs are: $45,700 for a 1 acre-foot facility $232,000 for a 10 acre-foot facility $1,170,000 for a too acre-foot facility In contrast, Caltrans (2002) reported spending over $448,000 for a pond with a total permanent pool plus water quality volume of only 1036 m3 0.8 ac.-ft.), while the City of Austin spent $584,000 (including design) for a pond with a permanent pool volume of 3,100 ma (2.5 ac.-ft.). The large discrepancies between the costs of these actual facilities and the model developed by Brown and Schueler indicate that construction costs are highly site specific, depending on topography, soils, subsurface conditions, the local labor, rate and other considerations. Maintenance Cost For ponds, the annual cost of routine maintenance has typically been estimated at about 3 to 5 percent of the construction cost; however, the published literature is almost totally devoid of actual maintenance costs. Since ponds are long-lived facilities (typically longer than 20 years), major maintenance activities are unlikely to occur during a relatively short study. Caltrans (2002) estimated annual maintenance costs of $17,000 based on three years of monitoring of a pond treating runoff from 1.7 ha. Almost all the activities are associated with the annual vegetation harvest for vector control. Total cost at this site falls within the 3-5% range reported 10 of 15 California Stormwater BMP Handbook ]anuary 2003 New Development and Redevelopment www.cabmphandbooks.com Wet Ponds TC-20 above; however, the construction costs were much higher than those estimated by Brown and Schueler (1997). The City of Austin has been reimbursing a developer about $25,000/yr for wet pond maintenance at a site located at a very visible location. Maintenance costs are mainly the result of vegetation management and litter removal. On the other hand, King County estimates annual maintenance costs at about $3,000 per pond; however, this cost likely does not include annual extensive vegetation removal. Consequently, maintenance costs may vary considerably at sites in California depending on the aggressiveness of the vegetation management in that area and the frequency of litter removal. References and Sources of Additional Information Amalfi, F.A., R. Kadlec, R.L. Knight, G. O'Meara, W.K. Reisen, W.E. Walton, and R. Wass. 1999• A Mosquito Control Strategy For The Tres Rios Demonstration Constructed Wetlands. CH2M Hill, Tempe, AZ, 140 pp. Bannerman, R., and R. Dodds. 1992. Unpublished data. Bureau of Water Resources Management, Wisconsin Department of Natural Resources, Madison, Wl. Borden, R. C., J.L. Dorn, J.B. Stillman, and S.K. Liehr; 1996. Evaluation of Ponds and Wetlands for Protection of Public Water Supplies. Draft Report. Water Resources Research Institute of the University of North Carolina, Department of Civil Engineering, North Carolina State University, Raleigh, NC. Brown, W., and T. Schueler. 1997. The Economics of Stormwater BMPs in the Mid -Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection; Ellicott City, MD. Caltrans, 2002, Proposed Final Report: BMP Retrofit Pilot Program, California Dept. of Transportation Report CTSW-RT-o1-050, and Sacramento, CA. City of Austin, TX. 1991. Design Guidelines for Water Quality Control Basins. Public Works Department, Austin, TX. City of Austin, TX. 1996. Evaluation of Non -Point Source Controls: A 319 Grant Project. Draft Water Quality Report Series, Public Works Department, Austin, TX. Cullum, M. 1985. Stormwater Runoff Analysis at a Single Family Residential Site. Publication 85-1. University of Central Florida, Orlando, FL. pp. 247-256. Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebarth. 1989. Retention, Detention and Overland Flow for Pollutant Removal From flighway Stormwater Runoff. Vol. 1 Research Report. FHWA/RD 89/202. Federal Highway Administration, Washington, DC. Dorothy, J.M., and K. Staker. 1990. A preliminary Survey For Mosquito Breeding In Stormwater Retention Ponds In Three Maryland Counties. Mosquito Control, Maryland Department of Agriculture, College Park, MD. 5 pp. Driscoll, E.D. 1983. Performance of Detention Basins for Control of Urban Runoff Quality. Presented at the 1983 International Symposium on Urban Hydrology, Hydraulics and Sedimentation Control, University of Kentucky, Lexington, KY. January 2003 California Stormwater BMP Handbook 11 of 15 New Development and Redevelopment www.cabmphandbooks.com TC-20 Wet Ponds Emmerling-Dinovo, C. 1995. Stormwater detention basins and residential locational decisions. Water Resources Bulletin, 31(3):515-52• Faulkner, S. and Richardson, C., 1991, Physical and chemical characteristics of freshwater wetland soils, in Constructed Wetlands for Wastewater Treatment, ed. D. Hammer, Lewis Publishers, 831 pp - Gain, W.S. 1996. The Effects of Flow Path Modification on Water Quality Constituent Retention in an Urban Stormwater Detention Pond and Wetland System. Water Resources Investigations Report 95-4297• U.S. Geological Survey, Tallahassee, FL. Galli, F. 19go. Thermal Impacts Associated with Urbanization and Stormwater Best Management Practices. Prepared for the Maryland Department of the Emironment, Baltimore, MD, by the Metropolitan Council of Governments, Washington, DC. Glick, Roger, 2001, personal communication, City of Austin Watershed Protection Dept., Austin, TX. Holler, J.D. 1989. Water Quality Efficiency Of An Urban Commercial Wet Detention Stormwater Management System At Boynton Beach Mall in South Palm Beach County, FL. Florida Scientist 52(1):48-57• Holler, J.D. 19go. Nonpoint Source Phosphorous Control By A Combination Wet Detention/ Filtration Facility In Kissimmee, FL. Florida Scientist 53(1):28-37• Horner, R.R., J. Guedry, and M.H. Kortenhoff. 19go. Improving the Cost Effectiveness of Highway Construction Site Erosion and Pollution Control. Final Report. Washington State Transportation Commission, Olympia, WA. Kantrowitz .I. and W. Woodham 1995. Efficiency of a Stormwater Detention Pond in Reducing Loads of Chemical and Physical Constituents in Urban Stream flow, Pinellas County, Florida. Water Resources Investigations Report 94-4217. U.S. Geological Survey, Tallahassee, FL. Martin, E. 1988. Effectiveness of an urban runoff detention pond/wetland system. Journal of Environmental Engineering 114(4):810-827. Maryland Department of the Environment (M DE). 2000. Maryland Stormwater Design Manual. hft://www rode state and uslenvironment/wma/stormwatermanual. McLean, J. 2000. Mosquitoes In Constructed Wetlands: A Management Bugaboo? In T.R. Schueler and H.K. Holland [eds.], The Practice of Watershed Protection. pp. 29-33. Center for Watershed Protection, Ellicott City, MD. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39• Oberts, G.L. 1994• Performance of stormwater ponds and wetlands in winter. Watershed Protection Techniques 1(2):64-68. 12 of 15 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Wet Ponds TC-20 Oberts, G.L., P.J. Wotzka, and J.A. Hartsoe. 1989. The Water Quality Performance of Select Urban Runoff Treatment Systems. Publication No. 590-89-062a. Prepared for the Legislative Commission on Minnesota Resources, Metropolitan Council, St. Paul, MN. Oberts, G.L., and L. Wotzka. 1988. The water quality performance of a detention basin wetland treatment system in an urban area. In Nonpoint Source Pollution: Economy, Policy, Management and Appropriate Technology. American Water Resources Association, Middleburg, VA. Occoquan Watershed Monitoring Laboratory. 1983. Metropolitan Washington Urban Runoff Project. Final Report. Prepared for the Metropolitan Washington Council of Governments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA. Ontario Ministry of the Environment. i99i. Stormwater Quality Best Management Practices. Marshall Macklin Monaghan Limited, Toronto, Ontario. Protection Agency, Office of Water, Washington, DC, by the Watershed Management Institute, Ingleside, MD. Santana, F.J., J.R. Wood, R.E. Parsons, and S.K. Chamberlain. 1994. Control Of Mosquito Breeding In Permitted Stormwater Systems. Sarasota County Mosquito Control and Southwest Florida Water Management District, Brooksville, FL., 46 pp. Saunders, G. and M. Gilroy, 1997. Treatment of Nonpoint Source Pollution with Wetland/Aquatic Ecosystem Best Management Practices. Texas Water Development Board, Lower Colorado River Authority, Austin, TX. Schueler, T. 1997a. Comparative pollutant removal capability of urban BMPs: A reanalysis. Watershed Protection Techniques 2(4):515-520• Schueler, T. 1997b. Influence of groundwater on performance of stormwater ponds in Florida. Watershed Protection Techniques 2(4):525-528. Urbonas, B., J. Carlson, and B. Vang. 1994• Joint Pond -Wetland System in Colorado. Denver Urban Drainage and Flood Control District, Denver, CO. U.S. Environmental Protection Agency (USEPA). 1995. Economic Benefits of Runoff Controls. U.S. Environmental Protection Agency, Office of Wetlands, Oceans, and Watersheds, Washington, DC. Watershed Management Institute (WMI). 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water, Washington, DC, by the Watershed Management Institute, Ingleside, MD. Water Environment Federation and ASCE, 1998, Urban Runoff Quality Management, WEF Manual of Practice No. 23 and ASCE Manual and Report on Engineering Practice No. 87. Wu, J. 1989. Evaluation of Detention Basin Performance in the Piedmont Region of North Carolina. Report No. 89-248. North Carolina Water Resources Research Institute, Raleigh, NC. Yousef, Y., M. Wanielista, and H. Harper. 1986. Design and Effectiveness of Urban Retention Basins. In Urban Runoff Quality —Impact and Quality Enhancement Technology. B. Urbonas and L.A. Roesner (Eds.). American Society of Civil Engineering, New York, New York. pp. 338-350• January 2003 California Stormwater BMP Handbook 13 of 15 New Development and Redevelopment www.cabmphandbooks.com TC-20 Wet Ponds /rtformation Resources Center for Watershed Protection (CWP). 1995. Stormwater Management Pond Design Examplefor Extended Detention Wet Pond. Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection (CWP). 1997. Stormwater BMP Design Supplement for Cold Climates. Prepared for U.S. Environmental Protection Agency, Office of Wetlands, Oceans and Watersheds, Washington, DC, by the Center for Watershed Protection, Ellicott City, MD. Denver Urban Drainage and Flood Control District. 1992. Urban Storm Drainage Criteria Manual — Volume 3: Best Management Practices. Denver Urban Drainage and Flood Control District, Denver, CO. Galli,.l. 1992. Preliminary Analysis of the Performance and Longevity of Urban BMPs Installed in Prince George's County, Maryland. Prince George's County, Maryland, Department of Natural Resources, largo, MD. MacRae, C. 1996. Experience from Morphological Research on Canadian Streams: Is Control of the Two -Year Frequency Runoff Event the Best Basis for Stream Channel Protection? In Effects of Watershed Development and Management on Aquatic Ecosystems. American Society of Civil Engineers. Snowbird, UT. pp. 144-162, Minnesota Pollution Control Agency. 1989. Protecting Water Quality in Urban Areas: Best Management Practices. Minnesota Pollution Control Agency, Minneapolis, MN. U.S. Environmental Protection Agency (USEPA). 1993. Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters. EPA-840-13-92-002. U.S. Environmental Protection Agency, Office of Water, Washington, DC. 14 of 15 Callfornla Stormwater BMP Handbook lanuary 2003 New Development and Redevelopment www xabmpbandbooks.oam Wet Ponds mtaa owncu� TC-20 PLAN January 2003 Califomia Stormweter BMP Handbook 15 of 15 New Development and Redevelopment www.cebmphandbooks.com Whitewater River Region WQMP Montage Residential Appendix E Soils Report GEOTECHNICAL INVESTIGATION SILVER ROCK RESORT COMPLEX SWC AVENUE 52 & JEFFERSON STREET LA QUINTA, CALIFORNIA -Prepared By- Sladden Engineering 45090 Golf Center Parkway, Suite F Indio, California 92201 (760) 772.3893 waaaen cngmuurr„y www. Sladden Engineering- com Sladden Engineering 45M Golf Center Parkway, Suite F, Indio, California 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 February 10, 2017 Project No. 544-14059 17-01-011 The Robert Green Company c/o Michael Baker International 74130 Country Club Drive, Suite 201 Palm Desert, California 92260 Subject: Geotechnicallnvestigation Project: Silver Rock Resort Complex SWC Avenue 52 and Jefferson Street La Quinta, California Sladden Engineering is pleased to present the results of the geotechnical investigation performed for the proposed Silver Rock Resort complex located on the southwest comer of Avenue 52 and Jefferson Street in the City of La Quinta, California. Our services were completed in accordance with our proposal for geotechnical engineering services dated March 25, 2016 and your authorization to proceed with the work. The purpose of our investigation was to explore the subsurface conditions at the site in order to provide recommendations for foundation design and site preparation. Evaluation of environmental issues and hazardous wastes was not included within the scope of services provided. The opinions, recommendations and design criteria presented in this report are based on our field exploration program, laboratory testing and engineering analyses. Based on the results of our investigation, it is our professional opinion that the proposed project should be feasible from a geotechnical perspective provided that the recommendations presented in this report are implemented in design and carried out through construction. We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned. fti Respectfully submitted, SLADQfN-ENGJNEET Principal Geologist SER/ab Copies: 4/Addressee Brett L. Anderson Principal Engineer Sladden Engineering www.SladdenEngineering.com GEOTECHNICAL INVESTIGATION SILVER ROCK RESORT COMPLEX SWC AVENUE 52 & JEFFERSON STREET LA QUINTA, CALIFORNIA February 10, 2017 TABLE OF CONTENTS INTRODUCTION....................................... ........................................................................................................................ I PROJECTDESCRIMON.................................................................................................................................................. 1 SCOPEOF SERVICES........................................................................................................................................................ 2 SITECONDTTIONS............................................................................................................................................................ 2 GEOLOGICSETTING ........................... .._........................................................................................................ ................. 3 SUBSURFACECONDITIONS............................................................................................................................................ 3 SEISMICITYAND FAULTING...........................................................................................................................................4 CBCDESIGN PARAMETERS............................................................................................................................................. 5 GEOLOGICHAZARDS.......................................................................................................................................................5 CONCLUSIONS................................................................................................................................................................. 8 EARTHWORK AND GRADING............................................................................._....................................................... 8 Stripping..................................................................................................................................................................... 8 Preparation of Hotel and Golf Clubhouse Areas................................................................................................... 8 Preparationof Residential Areas.............................................................................................................................. 9 FillPlacement and Compaction................................................................................................................................ 9 Shrinkageand Subsidence.........................................................................................................................................10 CONVENTIONAL SHALLOW SPREAD FOOTINGS..................................................................................................10 POST -TENSIONED SLABS...............................................................................................................................................10 SLABS-ON-GRADE....................................................................................................................»......................................1 l RETAININGWALLS.........................................................................................................................................................12 PRELIMINARY PAVEMENT DESIGN......................................I....................................................................................12 CORROSIONSERIES.........................................................................................................................................................13 UTILITYTRENCH BACKFILL........................................................................................................................................13 EXTERIORCONCRETE FLATWORK.............................................................................................................................13 DRAINAGE.........................................................................................................................................................................13 LIMITATIONS....................................................................................................................................................................13 ADDITIONALSERVICES...................................................................................................................................I.............14 REFERENCES...........................................................................................................................................I..........................15 FIGURES - Site Location Map Regional Geologic Map Borehole Location Plan Subsidence Contour Map Ground Fissures APPENDIX A - Field Exploration APPENDIX B - Laboratory Testing APPENDIX C - 2016 Seismic Design Map and Report Vs30 Gradient Map PSH Deaggregation Output APPENDIX D- Seismic Settlement Analysis Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 1 - Project No. 544-14059 17-01-011 INTRODUCTION This report presents the results of the geotechnical investigation performed by Sladden Engineering (Sladden) for the proposed Silver Rock Resort complex located on the southwest corner of Avenue 52 and Jefferson Street in the City of La Quinta, California. The site is located at approximately 33.6674 degrees north latitude and 116.2773 degrees west longitude. The approximate location of the site is indicated on the Site Location Map (Figure 1). Our investigation was conducted in order to evaluate the engineering properties of the subsurface materials, to evaluate their in -situ characteristics, and to provide engineering recommendations and design criteria for site preparation, foundation design and the design of various site improvements. This study also includes a review of published and unpublished geotechnical and geological literature regarding seismicity at and near the subject site. PROJECT DESCRIPTION Based on the preliminary site plan, (The Robert Green Company, 2016), it is our understanding that the proposed project will consist of constructing new residential developments to the northwest and east of the existing Coachella Canal, mixed -use commercial buildings, hotels, a conference/shared service facility and a new golf clubhouse. Sladden anticipates that the proposed project will also include the extension of Silver Rock Way traversing the project site, a pedestrian bridge across the existing Coachella Canal, paved roadways and parking areas, new golf courses, landscaping and various associated site improvements. Grading plans were not available at the time of this report. However, based on the relatively level nature of the site, Sladden expects that grading will consist primarily of remedial over -excavation and re - compaction along with the placement of engineered fill soil to attain the design grades. Upon completion of the project plans, Sladden should be retained in order to ensure that the recommendations presented within in this report are incorporated into the design of the proposed project. Structural foundation loads were not available at the time of this report. Based on our experience with relatively lightweight wood -framed, reinforced masonry and steel -framed structures, we expect that isolated column loads will be less than 20 kips and continuous wall loads will be less than 2.0 kips per linear foot for residential structures. Column loads of up to 50 kips and wall loads of up to 4.0 kips per linear foot are expected for the hotel building and golf clubhouse If these assumed loads vary significantly from the actual loads, we should be consulted to verify the applicability of the recommendations provided. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 2 - Project No. 544-14059 17-01-011 SCOPE OF SERVICES The purpose of our investigation was to determine specific engineering characteristics of the surface and near surface soil in order to develop foundation design criteria and recommendations for site preparation. Exploration of the site was achieved by drilling seven (7) exploratory boreholes to depths of approximately 21.5 and 51.5 feet below the existing ground surface (bgs). Specifically, our site characterization consisted of the following tasks: • Site reconnaissance to assess the existing surface conditions on and adjacent to the site. • Advancing seven (7) exploratory boreholes to depths of approximately 21.5 and 51.5 feet bgs in order to characterize the subsurface soil conditions. Representative samples of the soil were classified in the field and retained for laboratory testing and engineering analyses. • Performing laboratory testing on selected samples to evaluate their engineering characteristics. • Reviewing geologic literature and discussing geologic hazards. • Performing engineering analyses to develop recommendations for foundation design and site preparation. • The preparation of this report summarizing our work at the site. SITE CONDITIONS The site is located on the southwest comer of Avenue 52 and Jefferson Street within the Silver Rock Resort development in the City of La Quinta, California. At the time of our investigation, the site was occupied by the existing portions of the Silver Rock Resort golf course and vacant land covered in scattered vegetation in the north, east, and southern portions of the property. Generally, the site is bounded by Avenue 52 to the north, Avenue 54 to the south, Jefferson Street to the east and by the existing Silver Rock Resort golf course to the west. Based on our review of the La Quinta Quadrangle (USES, 2012), the site ranges in elevation from 10 feet to 38 feet above mean sea level (MSL). No natural ponding of water or surface seeps were observed at or near the site during our investigation conducted on December 16, 2016. Site drainage appears to be controlled by sheet flow and surface infiltration. Regional drainage is provided by the Whitewater River that is located approximately 3.0 miles north of the project site. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 3 - Project No. 544-14059 17-01-011 GEOLOGIC SETTING The project site is located within the Colorado Desert Physiographic Province (also referred to as the Salton Trough) that is characterized as a northwest -southeast trending structural depression extending from the Gulf of California to the Banning Pass. The Salton Trough is dominated by several northwest trending faults, most notably the San Andreas Fault system. The Salton Trough is bounded by the Santa Rosa — San Jacinto Mountains on the southwest, the San Bernardino Mountains on the north, the Little San Bernardino - Chocolate — Orocopia Mountains on the east, and extends through the Imperial Valley into the Gulf of California on the south. A relatively thick sequence (20,000 feet) of sediment has been deposited in the Coachella Valley portion of the Salton Trough from Miocene to present times. These sediments are predominately terrestrial in nature with some lacustrian (lake) and minor marine deposits. The major contributor of these sediments has been the Colorado River. The mountains surrounding the Coachella Valley are composed primarily of Precambrian metamorphic and Mesozoic "granitic" rock. The Salton Trough is an internally draining area with no readily available outlet to Gulf of California and with portions well below sea level (-253' msl). The region is intermittently blocked from the Gulf of California by the damming effects of the Colorado River delta (current elevation +30'msl). Between about 300AD and 1600 AD (to 1700) the Salton Trough has been inundated by the River's water, forming ancient Lake Cahuilla (max. elevation +58' msl). Since that time the floor of the Trough has been repeatedly flooded with other "fresh" water lakes (1849, 1861, and 1891), the most recent and historically long lived being the current Salton Sea (1905). The sole outlet for these waters is evaporation, leaving behind vast amounts of terrestrial sediment materials and evaporate minerals. The site has been mapped by Rogers (1965) to be immediately underlain by undifferentiated Quaternary - age alluvial and lake deposits (Q]-Qal). The regional geologic setting for the site vicinity is presented on the Regional Geologic Map (Figure 2). SUBSURFACE CONDITIONS The subsurface conditions at the site were investigated by drilling seven (7) exploratory boreholes to depths of approximately 21.5 and 51.5 feet bgs. The approximate locations of the boreholes are illustrated on the Borehole Location Plan (Figure 3). The boreholes were advanced using a truck -mounted Mobile B- 61 drill -rig equipped with 8-inch outside diameter hollow stem augers. A representative of Sladden was on -site to log the materials encountered. During our field investigation, a thin mantel of artificial fill soil was encountered to depths between approximately two (2) and five (5) feet bgs. Underlying the fill soil and extending to the maximum depths explored, native alluvium was encountered. The native soil throughout the site consists primarily of fine - to coarse -grained silty sand (SM) and sandy silt (ML). The native soil was found to be dry to moist, loose to medium dense and dark to grayish brown in in -situ color. Cohesive soils were found to be medium stiff to hard and exhibited low plasticity characteristics. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 4 - Project No. 544-14059 17-01-011 The final logs represent our interpretation of the contents of the field logs and the results of the laboratory observations and tests of the field samples. The final logs are included in Appendix A of this report. The stratification lines represent the approximate boundaries between soil types although the transitions may be gradual and/or variable across the site. Groundwater was not encountered to a maximum explored depth of 51 feet bgs during our field investigation. As such, it is our opinion that groundwater should not be a factor during construction of the proposed project. SEISMICITY AND FAULTING The southwestern United States is a tectonically active and structurally complex region, dominated by northwest trending dextral faults. The faults of the region are often part of complex fault systems, composed of numerous subparallel faults which splay or step from main fault traces. Strong seismic shaking could be produced by any of these faults during the design life of the proposed project. We consider the most significant geologic hazard to the project to be the potential for moderate to strong seismic shaking that is likely to occur during the design life of the project. The proposed project is located in the highly seismic Southern California region within the influence of several fault systems that are considered to be active or potentially active. An active fault is defined by the State of California as a "sufficiently active and well defined fault" that has exhibited surface displacement within the Holocene epoch (about the last 11,000 years). A potentially active fault is defined by the State as a fault with a history of movement within Pleistocene time (between 11,000 and 1.6 million years ago). As previously stated, the site has been subjected to strong seismic shaking related to active faults that traverse through the region. Some of the more significant seismic events near the subject site within recent times include: M6.0 North Palm Springs (1986), M6.1 Joshua Tree (1992), M7.3 Landers (1992), M6.2 Big Bear (1992) and M7.1 Hector Mine (1999). Table 1 lists the closest known potentially active faults that was generated in part using the EQFAULT computer program (Blake, 2000), as modified using the fault parameters from The Revised 2002 California Probabilistic Seismic Hazard Maps (Cao et al, 2003). This table does not identify the probability of reactivation or the on -site effects from earthquakes occurring on any of the other faults in the region. TABLE 1 CLOSEST KNOWN ACTIVE FAULTS l aUlt Name Distance (Km) Maximum Event San Andreas - Coachella 11.4 *7.2 San Andreas - Southern 11.4 *7.2 San Jacinto - Anza 30.8 7.2 San Jacinto - Coyote Creek 31.8 6.8 Burnt Mountain 32.3 6.5 Eureka Peak 33.8 6.4 San Andreas — San Bernardi no 34.1 *7.5 San Jacinto - Borrego 52.5 6.6 * 8.1 for multiple segment rupture Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 5 - Project No. 544-14059 17-01-011 2016 CBC SEISMIC DESIGN PARAMETERS Sladden has reviewed the 2016 California Building Code (CBC) and summarized the current seismic design parameters for the proposed structures. The seismic design category for a structure may be determined in accordance with Section 1613 of the 2016 CBC or ASCE7. According to the 2016 CBC, Site Class D may be used to estimate design seismic loading for the proposed structure. The 2016 CBC Seismic Design Parameters are summarized below. The project Design Map Reports are included within Appendix C. Risk Category (Table 1.5-1):1/11/111 Site Class (Table 1613.3.2): D Ss (Figure 1613.3.1): 1.500g S1 (Figure 1613.3.1): 0.6459 Fa (Table 1613.3.3(1)):1.0 Fv (Table 1613.5.3(2)):1.5 Sms (Equation 16-37 (Fa X Ss)): 1.500g Smi (Equation 16-38 (Fv X Si I): 0.968g Sams (Equation 16-39 12/3 X Smsl):1.000g SDI (Equation 16-40 (2/3 X Smi)): 0.645g Seismic Design Category: D GEOLOGIC HAZARDS The subject site is located in an active seismic zone and will likely experience strong seismic shaking during the design life of the proposed project. In general, the intensity of ground shaking will depend on several factors including: the distance to the earthquake focus, the earthquake magnitude, the response characteristics of the underlying materials, and the quality and type of construction. Geologic hazards and their relationship to the site are discussed below. 1. Surface Rupture. Surface rupture is expected to occur along preexisting, known active fault traces. However, surface rupture could potentially splay or step from known active faults or rupture along unidentified traces. Based on our review of Rogers (1965), Jennings (1994), CDOC (2017) and RCPR (2017), known faults are not mapped on or projecting towards the site. In addition, no signs of active surface faulting were observed during our review of non -stereo digitized photographs of the site and site vicinity (Google, 2017; Terra Server 2002). Finally, no signs of active surface fault rupture or secondary seismic effects (lateral spreading, lurching etc.) were identified on -site during our field investigation. Therefore, it is our opinion that risks associated with primary surface ground rupture should be considered 'low". Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 6 - Project No. 544-14059 17-01-011 H. Ground Shakine. The site has been subjected to past ground shaking by faults that traverse through the region. Strong seismic shaking from nearby active faults is expected to produce strong seismic shaking during the design life of the proposed project. A probabilistic approach was employed to the estimate the peak ground acceleration (a.) that could be experienced at the site. Based on the USGS Interactive Deaggregation (USGS, 2008) and shear wave velocity (Vs30) of 300 m/s (USGS, 2017a), the site could be subjected to ground motions on the order of 0.49g (USGS, 2017b). The peak ground acceleration at the site is judged to have a 475 year return period and a 10 percent chance of exceedence in 50 years. M. Liquefaction/Dry Sand Settlement. Liquefaction is the process in which loose, saturated granular soil loses strength as a result of cyclic loading. The strength loss is a result of a decrease in granular sand volume and a positive increase in pore pressures. Generally, liquefaction can occur if all of the following conditions apply: liquefaction -susceptible soil, groundwater within a depth of 50 feet or less, and strong seismic shaking. We have performed seismic settlement calculations utilizing a magnitude of 6.87 (USGS, 2008) and peak ground acceleration of 0.562g (PGAm). Historic high and anticipated high groundwater depths were determined to be approximately 35 feet bgs (CVCWD,1975). The seismic settlement calculations are included within Appendix D. Calculations indicate potential total seismic settlements of up to 0.83 inches for BH-1 and 2.21 inches for BH-4. The potential seismically related differential settlements are expected to be approximately 1 inch. Based upon the general uniformity of the soil and groundwater conditions underlying the site, we expect the maximum differential settlement to occur over a horizontal distance of approximately 100 feet. IV. Tsunamis and Seiches. Because the site is situated at an inland location, and is not immediately adjacent to any impounded bodies of water, risk associated with tsunamis and seiches are considered negligible. V. Slope Failure, Landsliding, Rock Falls. No signs of slope instability in the form of landslides, rock falls, earthflows or slumps were observed at or near the subject site. The site is situated on relatively flat ground and not immediately adjacent to any slopes or hillsides. As such, risks associated with slope instability should be considered negligible. V1. Expansive Soil. Generally, the site soil consists of silty sand (SM) and sandy silt (ML). Based on the results of our laboratory testing (EI=3), the materials underlying the site are considered to have a "very low" expansion potential. However, the expansion potential of the surface soil should be reevaluated after remedial grading. VII. Settlement. Settlement resulting from the anticipated foundation loads should be minimal provided that the recommendations included in this report are considered in foundation design and construction. The estimated ultimate settlement is calculated to be approximately one -inch when using the recommended bearing pressures. As a practical matter, differential settlement between footings can be assumed as one-half of the total settlement. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 7 - Project No. 544-14059 17-01-011 VIII. Subsidence. Land subsidence can occur in valleys where aquifer systems have been subjected to extensive groundwater pumping, such that groundwater pumping exceeds groundwater recharge. Generally, pore water reduction can result in a rearrangement of skeletal grains and could result in elastic (recoverable) or inelastic (unrecoverable) deformation of an aquifer system. Sneed and Brandt (USGS, 2007) have reported significant land subsidence measurements within the area of La Quinta as measured between 1996 and 2005. According to the aforementioned authors, the subject site is part of the broader "La Quinta subsidence area". This northwest -southeast trending subsidence zone is generally defined as an elongated subsidence bowl bounded by the westward extension of Avenue 48 to the north, Avenue 60 to the south, the Santa Rosa Mountains to the west and varying streets from Jefferson Street to Monroe Street to the East (Figure 4). Measurements of the northern portion of this subsidence zone from May 7, 2003 and September 25, 2005 have indicated subsidence of approximately 0.52 feet. The Coachella Valley Water District has publically acknowledged regional subsidence throughout the southern portion of the Coachella Valley and has indicated a commitment to groundwater replenishment programs that are intended to limit future subsidence. At this time, subsidence is considered a regional problem requiring regional mitigation not specific to the project vicinity. Recent investigations have documented significant subsidence within the Coachella Valley area (USGS, 2007) including the area of the project site. In addition, fissures and other surficial evidence of subsidence have been previously observed at the subject site. In our opinion, the documented subsidence warrant structural integrity within the vicinity of the previously documented ground fissures. The use of post -tensioned slabs is recommended for subsidence areas. 1X. Ground Fissures. No surface features indicative of ground fissuring were identified on the site during our field investigation. However, ground fissures have been previously encountered on the site and within the site vicinity (Figure 5). The on -site fissures were encountered within the northern portion of the Silver Rock Resort parking lot. Accordingly, risks associated with ground fissuring should be considered in design. X. Debris Flows. Debris flows are viscous flows consisting of poorly sorted mixtures of sediment and water and are generally initiated on slopes steeper than approximately six horizontal to one vertical (6H:1V). Based on the flat nature of the site and the composition of the surface soil, we judge that risks associated with debris flows should be considered remote. Xl. Flooding and Erosion. No signs of flooding or erosion were observed during our field investigation. However, flooding and erosion should be evaluated and mitigated by the project design Civil Engineer. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 8 - Project No. 544-14059 17-01-011 CONCLUSIONS Based on the results of our investigation, it is our professional opinion that the project should be feasible from a geotechnical perspective provided that the recommendations provided in this report are incorporated into design and carried out through construction. The main geotechnical concerns are the presence of loose native surface soil throughout the subject site and potential seismic and subsidence related settlements. We recommend that remedial grading within all proposed building areas include over -excavation and re - compaction of the primary foundation bearing soil. Specific recommendations for site preparation are presented in the Earthwork and Grading section of this report. Caving did occur to varying degrees within each of our exploratory bores and the surface soil may be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate that the subsoil will conform to that described by CalOSHA as Type C. Soil conditions should be verified in the field by a "Competent person" employed by the Contractor. The following recommendations present more detailed design criteria that have been developed on the basis of our field and laboratory investigation. EARTHWORK AND GRADING All earthwork including excavation, backfill and preparation of the subgrade soil, should be performed in accordance with the geotechnical recommendations presented in this report and portions of the local regulatory requirements, as applicable. All earthwork should be performed under the observation and testing of a qualified soil engineer. The following geotechnical engineering recommendations for the proposed project are based on observations from the field investigation program, laboratory testing and geotechnical engineering analyses. a. Stripping: Areas to be graded should be cleared of any vegetation, associated root systems, and debris. All areas scheduled to receive fill should be cleared of old fill and any irreducible matter. The strippings should be removed off site, or stockpiled for later use in landscape areas. Voids left by obstructions should be properly backfilled in accordance with the compaction recommendations of this report. b. Preparation of Hotel and Golf Clubhouse Areas: All undocumented artificial fill and low density native surface soil should be removed and re -compacted. In order to provide for firm and uniform foundation bearing conditions and to mitigate potential seismic and subsidence related settlements, the primary foundation bearing soil should be overexcavated and recompacted. Over -excavation should extend to a minimum depth of 5 feet below existing grade or 5 feet below the bottom of the footings, whichever is deeper. Once adequate removals have been verified, the exposed native soil should be moisture conditioned to within two percent of optimum moisture content and compacted to at least 90 percent relative compaction. The previously removed material may then be placed as compacted engineered fill as outlined below. Removals should extend at least 5 feet laterally beyond the footing limits. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 9 - Project No. 544-14059 17-01-011 Preparation of Residential Areas: All undocumented artificial fill and low density native surface soil should be removed and re -compacted. In order to provide for firm and uniform foundation bearing conditions and to mitigate potential seismic and subsidence related settlements, the primary foundation bearing soil should be over -excavated and re -compacted. Over -excavation should extend to a minimum depth of 4 feet below existing grade or 3 feet below the bottom of the footings, whichever is deeper. Once adequate removals have been verified, the exposed native soil should be moisture conditioned to within two percent of optimum moisture content and compacted to at least 90 percent relative compaction. The previously removed material may then be placed as compacted engineered fill as outlined below. Removals should extend at least 5 feet laterally beyond the footing limits. d. Fill Placement and Compaction: Soil to be used as engineered fill should be free of organic material, debris, and other deleterious substances, and should not contain irreducible matter greater than three inches in maximum dimension. All fill materials should be placed in thin lifts, not exceeding six inches in a loose condition. If import fill is required, the material should be of a low to non -expansive nature and should meet the following criteria: Plastic Index Less than 12 Liquid Limit Less than 35 Percent Soil Passing 9200 Sieve Between 15% and 35% Maximum Aggregate Size 3 inches The subgrade and all fill should be compacted with acceptable compaction equipment, to at least 90 percent relative compaction. The bottom of the exposed subgrade should be observed by a representative of Sladden Engineering prior to fill placement. Compaction testing should be performed on all lifts in order to verify proper placement of the fill materials. Table 2 provides a summary of the excavation and compaction recommendations. Table 2 SUMMARY OF RECOMMENDATIONS *Remedial Grading Excavation and recompaction within the building envelope and extending laterally for 5 feet beyond the building limits. Minimum of 4 feet (Residential) and 5 feet (Hotel/Clubhouse) below existing grade or 3 feet (Residential) and 5 feet (Hotel/Clubhouse) below bottom of footings, whichever is deeper. Native / Import Engineered Fill Place in thin lifts not exceeding 6 inches in a loose condition and compact to a minimum of 90 percent relative compaction within 2 percent of the optimum moisture content. *Actual depth may vary and should be determined by a representative of Sladden Engineering in the field during construction. Sladden Engineering www.SladdenEngineering.com February 10, 2017 -10 - Project No. 544-14059 17-01-011 e. Shrinkage and Subsidence. Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage should be between 15 and 25 percent. Subsidence of the surface soil that is scarified and compacted is expected to range from 1 tenth to 3 tenths of a foot. This will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained. CONVENTIONAL SHALLOW SPREAD FOOTINGS Conventional spread footings are expected to provide adequate support for the proposed residential, hotel, and clubhouse structures. All footings should be founded upon properly compacted engineered fill and should have a minimum embedment depth of 12 inches measured from the lowest adjacent finished grade. Continuous and isolated footings should have minimum widths of 12 inches and 24 inches, respectively. Continuous and isolated footings supported upon properly compacted soil may be designed using allowable (net) bearing pressures of 1800 and 2000 pounds per square foot (psf), respectively. Allowable increases of 250 psf for each additional 1 foot in width and 250 psf for each additional 6 inches in depth may be utilized, if desired. The maximum allowable bearing pressure should be 3000 psf. The allowable bearing pressure applies to combined dead and sustained live loads. The allowable bearing pressures may be increased by one-third when considering transient live loads, including seismic and wind forces. All footings should be reinforced in accordance with the project structural engineer's recommendations. Based on the recommended allowable bearing pressures, the total static settlement of the shallow footings is anticipated to be less than one -inch, provided foundation preparations conform to the recommendations described in this report. Static differential settlement is anticipated to be approximately one-half of the total settlement for similarly loaded footings spaced up to approximately 50 feet apart. Lateral load resistance for the spread footings will be developed by passive pressure against the sides of the footings below grade and by friction acting at the base of the footings. An allowable passive pressure of 250 psf per foot of depth may be used for design purposes. An allowable coefficient of friction 0.40 may be used for dead and sustained live loads to compute the frictional resistance of the footing placed directly on compacted fill. Under seismic and Kind loading conditions, the passive pressure and frictional resistance may be increased by one-third. All footing excavations should be observed by a representative of the project geotechnical consultant to verify adequate embedment depths prior to placement of forms, steel reinforcement or concrete. The excavations should be trimmed neat, level and square. All loose, disturbed, sloughed or moisture - softened soils and/or any construction debris should be removed prior to concrete placement. POST -TENSIONED SLABS Post -tensioned slabs are recommended for the residential structures within potential subsidence areas in order to mitigate potential seismic and subsidence related settlements within potential subsidence areas. We have evaluated the on -site soil for construction of post -tensioned foundation systems in general accordance with design specifications of the Post Tensioning Institute. Post -tensioned slabs should be designed to be rigid and capable of spanning areas of non -uniform support and meet the following criteria: Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 11 - Project No. 544-14059 17-01-011 Table 3 Post -Tensioned Foundation DesignRecommendations Design Criteria Category I Very Low to Low Expansion Potential (EI 0-50 Center Lift ern center 9.0 sm center 0.46 Ern edge 4.8 Edge Lift Ym edge 1.03 Seismic Settlement (inches) 1.25 Angular Distortion 1:960 Perimeter Footing Depth 12 (inches) Allowable Bearing Capacity 2,000 ( sf) Resistance to lateral loads may be provided by a combination of friction acting at the base of the slabs or foundations and passive earth pressure along the sides of the foundations. A coefficient of friction of 0.40 between soil and concrete may be used with consideration to dead load forces only. A passive earth pressure of 250 pounds per square foot, per foot of depth, may be used for the sides of footings that are placed against properly compacted native or approved import soil. Passive earth pressure should be ignored within the upper 1 foot except where confined (such as beneath a floor slab). SLABS -ON -GRADE In order to provide uniform and adequate support, concrete slabs -on -grade must be placed on properly compacted engineered fill as outlined in the previous sections of this report. The slab subgrades should remain near optimum moisture content and should not be permitted to dry. Prior to concrete placement, slab subgrade should be firm and unyielding. Disturbed soil should be removed and replaced with engineered fill soil compacted to a minimum of 90 percent relative compaction. Slab thickness and reinforcement should be determined by the Project Structural Engineer. We recommend a minimum floor slab thickness of 5.0 inches and minimum reinforcement of #3 bars at 24 inches on center in both directions. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height. Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10-mil visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be achieved by grading, consideration should be given to placing a 1-inch thick leveling course of sand across the pad surface prior to placement of the membrane. Sladden Engineering www. SladdenEngineering. corn February 10, 2017 -12- Project No. 544-14059 17-01-011 RETAINING WALLS Retaining walls/wing walls may be required to accomplish the proposed construction. Cantilever retaining walls may be designed using "active" pressures. Active pressures may be estimated using an equivalent fluid weight of 35 pcf for native backfill soil with level free -draining backfill conditions. "At Rest" pressures should be utilized for restrained walls. At rest pressures may be estimated using an equivalent fluid weight of 55 pcf for native backfill soil with level drained backfill conditions. PRELIMINARY PAVEMENT DESIGN Asphalt concrete pavements should be designed in accordance with the Caltrans Highway Design Manual based on R-Value and Traffic Index. The R-Value of the near surface soil is expected to exceed 50. On -site soil and any imported soil should be tested for R-Value prior to establishing final pavement design sections. For preliminary pavement design, Traffic Indices (TI) of 6.0 and 7.5 were used for the light duty and heavy duty pavements, respectively. We assumed Asphalt Concrete (AC) over Class I1 Aggregate Base (AB). The preliminary flexible pavement layer thickness is as follows: RECOMMENDED ASPHALT PAVEMENT SECTION LAYER THICKNESS Pavement Material Recommended Thickness TI=6.0 TI=7.5 Asphalt Concrete Surface Course 3.0 inches 4.0 inches Class II Aggregate Base Course 45 inches 6.0 inches Compacted Subgrade Soil 12 inches 12 inches Asphalt concrete should conform to the latest edition of the Standard Specifications for Public Works Construction or Caltrans. Aggregate base should conform to Section 26 of the Caltrans Standard Specifications or Greenbook, latest edition. The aggregate base course should be compacted to at least 95 percent of the maximum dry density as determined by ASTM Method D 1557. CORROSION SERIES The soluble sulfate concentrations of the surface soil were determined to be 400 parts per million (ppm). The soil is considered to have a "negligible" corrosion potential with respect to concrete. The use of Type V cement and special sulfate resistant concrete mixes may be necessary. Soluble sulfate content of the surface soil should be reevaluated after grading and appropriate concrete mix designs should be established based upon post -grading test results. The pH level of the surface soil was 8.4. Based on soluble chloride concentration testing (150 ppm) the soil is considered to have "moderate" corrosive with respect to normal grade steel. The minimum resistivity of the surface soil was found to be 1030 ohm -cm, which suggests the site soil is considered to have a "very severe" corrosion potential with respect to ferrous metal installations. A corrosion expert should be consulted regarding appropriate corrosion protection measures. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 13 - Project No. 544-14059 17-01-011 UTILITY TRENCH BACKFILL All utility trench backfill should be compacted to a minimum relative compaction of 90 percent. Trench backfill materials should be placed in lifts no greater than six inches in a loose condition, moisture conditioned (or air-dried) as necessary to achieve near optimum moisture conditions, and then mechanically compacted in place to a minimum relative compaction of 90 percent. A representative of the project soil engineer should test the backfill to verify adequate compaction. EXTERIOR CONCRETE FLATWORK To minimize cracking of concrete flatwork, the subgrade soil below concrete flatwork areas should first be compacted to a minimum relative compaction of 90 percent. A representative of the project geotechnical consultant should observe and verify the density and moisture content of the soil prior to concrete placement. DRAINAGE All final grades should be provided with positive gradients away from foundations to provide rapid removal of surface water runoff to an adequate discharge point. No water should be allowed to be pond on or immediately adjacent to foundation elements. In order to reduce water infiltration into the subgrade soil, surface water should be directed away from building foundations to an adequate discharge point. Subgrade drainage should be evaluated upon completion of the precise grading plans and in the field during grading. LIMITATIONS The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between the exploratory bore locations and extrapolation of these conditions throughout the proposed building areas. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operation by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operation and additional testing, if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. We recommend that a pre -job conference be held on the site prior to the initiation of site grading. The purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. Sladden Engineering www.SladdenEngineering.com February 10, 2017 -14 - Project No. 544-14059 17-01-011 ADDITIONAL SERVICES Once completed, final project plans and specifications should be reviewed by use prior to construction to confirm that the full intent of the recommendations presented herein have been applied to design and construction. Following review of plans and specifications, observation should be performed by the Soil Engineer during construction to document that foundation elements are founded on/or penetrate into the recommended soil, and that suitable backfill soil is placed upon competent materials and properly compacted at the recommended moisture content. Tests and observations should be performed during grading by the Soil Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with acceptable ASTM test methods. The minimum acceptable degree of compaction should be 90 percent for engineered fil soil and 95 percent for Class II aggregate base as obtained by the ASTM Test Method D1557. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. Sladden Engineering www.SladdenEngineering.com February 10, 2017 - 1 - Project No. 544-14059 17-01-011 REFERENCES Blake, T., 2000, EQFAULT and EQSEARCH, Computer Programs for Deterministic and Probabilistic Prediction of Peak Horizontal Acceleration from Digitized California Faults. Califomia Building Code (CBC), 2016, California Building Standards Commission. California Department of Conservation (CDOC), 2017, Regulatory Maps; available at: www.quake.ca.gov/gmaps/Wh/regulatory maps.htm. Cao T., Bryant, W.A., Rowshandel B., Branum D., Wills C.]., 2003, "The Revised 2002 California Probabilistic Seismic Hazard Maps". Coachella Valley County Water District (CVCWD), 1975, Depth to Groundwater measurements. Earth Consultants International, Inc (ECI), 2010, Technical Background Report to the Safety Element of the La Quinta 2035 General Plan Update, Seismic Hazards, Geologic Hazards, Flooding Hazards; Revised September 7, 2010, June 2010. GoogleEarth.com, 2017, Vertical Aerial Photograph for the La Quinta area, California, Undated, Variable Scale. Jennings, Charles W. (Compiler), 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map No. 6 Riverside County Parcel Report (RCPR), 2017, available at http://www.tlma.co.riverside.ca.us/gis/gisdevelop.htm]. Rogers T.H (compiler), Jenkins, O.P (edition), 1965, Geologic Map of California, Santa Ana Sheet, sixth printing 1992, California Division of Mines and Geology, 1: 250,000. TerraServer, Inc., 2002, Aerial Photographs and Topographic Maps at Various Scales. Available at www.terraserve.com Tyley, S.J., 1974, Analog Model Study of the Ground -Water Basin of the Upper Coachella Valley, California, Geological Survey Water -Supply Paper 2027. United States Geological Survey (USGS), 2012, La Quinta 7.5 Minute Quadrangle Map, 1:24000. United States Geological Survey (USGS), 2008, Interactive Deaggregations; available at: https://geohazards.usgs.gov/deaggint/2008/ United States Geological Survey (USGS), Sneed, M., Brandt, J.T., 2007, "Detection and Measurement of Land Subsidence Using Global Positioning System and Interferometric Synthetic Aperture Radar, Coachella Valley, California,1996-2005", Scientific Investigations Report 2007-5251. United State Geological Survey (USGS), 2017a, Custom Vs30 Mapping; available at: http://earthquake.usgs,gov/hazard s/apps/vs30/custom.php Sladden Engineering www. SladdenEngineering. corn February 10, 2017 -16 - Project No. 544-14059 17-01-011 United State Geological Survey (USGS), 2017b, U.S. Seismic Design Maps; available at: http-Hearthquake.usgs.gov/designmaps/us/application.php Sladden Engineering www.SladdenEngineering.com Whitewater River Region WQMP Montage Residential Appendix F Structural BMP and/or Retention Facility Sizing Calculations and Design Details Per Section V.1 of this report: Since the project will be required to retain urban runoff onsite in conformance with local ordinance (see Table 6, Permittees Requiring Onsite Retention of Stormwater, of the Whitewater River Region WQMP), Site Design and Treatment Control BMPs are not required. This project is utilizing the existing infiltration area within the low-lying golf course area. There are no significant changes in the runoff retention of the site, due to this project. 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T n :1 T.,}.I: -F•rrary lake rl�^,z�:t4 ._ f �� 1 0R 1 V_ h / tern Af<!; I1V iIAN Rogers1965 i _ c t>; 1 LR'V r REGIONAL GEOLOGIC MAP FIGURE Project number: 544-14059 2 Report Number. 17-01-011 Sladden Engineering Date: February 10, 2017 LEGEND l BN-7 Borehole Location r.�TF\7111.Ft11l1KF 1.44'ZIM-F.WtfL GOLF COUK t n C��RTI0\ OF Pf\ 11) REERN E,.Ii 11-4 -ELF CLUBHOLFF LIF1-2-IILE BR AVhU KL�IDFNTI:1L DF\ H.`PNIF\T RA i 4• 1:�j ' i '.�. F,:- `\FRFt `N 111IFil.11 P.AH ti LMUM BK \\DED KL I D L N l ! 1L DL4'EL10) IF 1• `, � '�� }� 1A ? f0 . !\i1K1 !IJ1LL �'. �'t F FU7UKt i3OLI Ll u' \ ir,. , \\, COURSE. t , i tr�t , IZL�EKt'LlPUHLIi; G XY COURA 111WMIAM>t \11\F(}11:E 1 ILL -\C.F-NKt \ I Eh" i t u % 1 1 ..s, sui�c t�tautt�cn: �p1:-�71,r1' ,tWl:Ilk 0nXtWMAXIM IL MlL.VXTO 's kw N1 Ri1`I�I MAIL\ IIAI.. ' 1ILLaCE - arwxtt>Evr17��at�x.ur>aF, ns w, /I _ A PLv.'R7FLtf7lH:LA.t•:rJ Lw• / _ . rMwrik�,iJt 1!\H?lN 1rI-Kii >xr�a .,�ywr 1*+n�cn�:nv era rdtir tiP ,w K` - / f H-7 .8 R71��7iLL \i1t w�r.r l�7rlr Lie -m 2.C, ,1S-MK ;.i ,'" � �! t��IF\I1\l.ltlTtiRE I '� � -,�• sr [,.�t t c..`E.IK �! H Irk K1 t: ,t i I'tll,lA t1�-1 I,.\Rt 1 t - �J y /f N11 Floc T'he Robert Green Lompimy (2016} BOREHOLE LOCATION PLAN hl(UItF 4t Project Number: a44-14059 3 Report Number: 17-01-011 Sladden Engineering Late: February 10, 2017 r �-30— .� 50 n Palm Desert fArea 1) 1 1 �," 4 dcf� �7. 0 DEEP ka y 1 DUNE GD 54 «ells Area 2 Silver Rock ,1. v S 90, osd 0 1� US(�S 2007 '�o '6 f Subsidence Contour -Interval 10 mrn s La Qvinta (Area 3) 3 '� 1l. Consolidated Roc kor Partly Consolidated Deposits ©COTID CGPS station and identifier ®OSDO GPSstabon and identifier 0 2 Miles 0 2 Kilometersot j SUBSIDENCE CONTOUR MAP Fic;ul" Project Number: 5441-14059 �1 Report Number: 17-01-011 `t Sladden Engineering Date: February 10, 2017 • Ground Fissures Obse r �• _ •AIM on 9/24/2014 �_ rtJ ►. , tlego* �_` } ��ly''�' • G��`�'�j►�j� y III -MR 111ft `'7r, �#� ~�,� �•"�•I� � . '`�'r1�f,�Y�i�Y•/!M•..M411I!►R� t�IF f�'�5.. .� � WE is �• - • •r• R `� JIL at j AA+ i#'Q ''r. ,-+ �. �:. ,,`'�+:• ,< ps vr, IJIL sYlwt'�%1_. y 44fMt gill ;1. twos wZY AR.r•. Q.. h�"•Z�':•.. +�.�d��' m. �ra-.M..YAIM4MM:i�� ./.e.-.i�w�i� _may. 4A i � .cam ' �•=`��ini� y � �%�r4'� f� '�`�1►* 1 • 114 wt Ov. y�ow l :n F 2 rti APPENDIX A FIELD EXPLORATION Sladden Engineering www.SladdenEngineering.com APPENDIX A FIELD EXPLORATION For our field investigation, seven (7) exploratory bores were excavated utilizing a truck -mounted drill rig equipped with 8 inch (O.D.) hollow -stem augers (Mobile B-61). Continuous logs of the materials encountered were made by a representative of Sladden Engineering. Materials encountered in the boreholes were classified in accordance with the Unified Soil Classification System which is presented in this appendix. Representative undisturbed samples were obtained within our borings by driving a thin -walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SPT) sampler with a 140 pound automatic -trip hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded in 6-inch increments and blowcounts are indicated on the boring logs. The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing. Sladden Engineering www.SladdenEngineering.com UNIFIED SOIL CLASSIFICATION SYSTEM MANOR DIVISIONS TYPICAL NAMES GW WELL GRADED GRAVEL -SAND MIXTURES GRAVELS CLEAN GRAVELS WITH POORLY GRADED GRAVELS, GRAVEL -SAND LITTLE OR NO FINES c GP MIXTURES c N SILTY GRAVELS, POORLY -GRADED GRAVEL- z MORE THAN HALF z COARSE FRACTION IS GM SAND -SILT MIXTURES LARGER THAN N0.4 SIEVE GRAVELS WITH OVER = SIZE 12% FINES CLAYEY GRAVELS, POORLY GRADED GRAVEL- z GC SAND -CLAY MIXTURES SW WELL GRADED SANDS, GRAVELLY SANDS SANDS CLEAN SANDS WITH ¢ ¢ LITTLE OR NO FINES o x SP POORLY GRADED SANDS, GRAVELLY SANDS z SILTY SANDS, POORLY GRADED SAND -SILT Fx MORE THAN HALF COARSE ca FRACTION IS SMALLER SM MIXTURES p THAN No.4 SIEVE SIZE SANDS WITH OVER 12% SC CLAYEY SANDS, POORLY GRADED SAND -CLAY FINES MIXTURES INORGANIC SILTS & VERY FINE SANDS, ROCK c ML FLOUR, SILTY OR CLAYEY FINE SANDS, OR z CLAYEY SILTS WITH SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM SILTS AND CLAYS CL PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, ✓� E a x LIQUID LIMIT LESS THAN 50 SILTY CLAYS, CLEAN CLAYS ORGANIC CLAYS AND ORGANIC SILTY CLAYS ✓�� w OL OF LOW PLASTICITY z En> x 012 INORGANIC SILTS, MICACEOUS OR MIDI DIATOMACIOUS FINE SANDY OR SILTY SOILS, z ELASTIC SILTS CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT z SILTS AND CLAYS: LIQUID LIMIT GREATER THAN x 50 CLAYS E- OH ORGANIC CLAYS OF MEDIUM TO HIGH 0 PLASTICITY, ORGANIC SILTS z HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS EXPLANATION OF BORE LOG SYMBOLS _California Split -spoon Sample ®Unrecovered Sample m Standard Penetration Test Sample Note: The stratification lines on the borelogs represent the approximate - Groundwater depth boundaries between the soil types, the transitions may be gradual. A-1 BORE LOG ® SLADDEN ENGINEERING Drill Rig: Mobile B-61 Date Drilled: 12/16/2016 Elevation: 25 Ft (MSL) Boring No: 13171-1 a, o J 2N S S E o ft y Description fl U c : a 2 d ? o A m :3 w o a a7 C) Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained 10/21/23 1 3 63.8 5.6 109.4 2 w/ gravel and trace of clay (Fill). Sandy Silt (ML); slightly moist, dark brown, very stiff, low plasticity 4 w/ clay (QI-Qal). 16/17/19 63.4 10.7 114.8 6 Sandy Silt (ML); slightly moist, dark brown, very stiff, low plasticity w/ clay (Ql-Qal). 8 13/16/16 61.1 9.0 to 12 Sandy Silt (ML); slightly moist, dark brown, hard, low plasticity w/ clay (QI-Qal). 14 7/12/14 55.1 7.4 101.7 16 Sandy Silt (ML); slightly moist, dark brown, very stiff, low plasticity w/ clay (QI-Qal). 18 4/5/6 72.1 9.2 20 22 Sandy Silt (ML); slightly moist, dark brown, stiff, low plasticity w/ clay (Ql-Qal). 24 717/8 812 8.6 85.2 Silty Clay (CL); slightly moist, grayish brown, stiff, low to medium 26 plasticity (Ql-Qa1). 28 617/9 85.5 6-230 32 Silty Clay (CL); slightly moist, grayish brown, stiff, low to medium plasticity (Q]-Qal). 34 7112/15 882 10.5 95.1 36 Silty Clay (CL); slightly moist, grayish brown, very stiff, low to medium plasticity (Ql-Qal). 38 5/7/7 85A 16.8 40 42 Silty Clay (CL); moist, grayish brown, stiff, low to medium plasticity (Q]-Qal). 44 7/11/12 84.6 19.I 99.1 46 Silty Clay (CL); wet, grayish brown, stiff, low to medium plasticity (QI-Qal). 48 5/7/8 1 1 1 81.0 23.4 50 Silty Clay (CL); wet, grayish brown, stiff, low to medium plasticity Ql-Qal. Completion Notes: SILVER ROCK RESORT COMPLEX Terminated @ 51.5 Feet bgs. NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 544-14059 Page 1 No Groundwater or Seepage Encountered. Report No: 17-01-011 No Bedrock Encountered. BORE LOG ( q�) SLADDEN ENGINEERING Drill Rig: Mobile 13-61 Date Drilled: 12/16/2016 Elevation: 25 Ft (Iv1SL) Boring No: BH-2 i o c = (U j Description a. E U o cn C a o Q s R U s Silty Sand (SDi); slightly moist, dark brown, fine -to -coarse grained 2 w/ gravel and trace of clay (Fill). 10/14/14 47.2 6.4 4 : Silty Sand (SM); slightly moist, dark brown, medium dense, fine -to - 6 coarse grained w/ clay (Ql-Qal). 8 - 16/26/31 69.5 12.5 124.1 10 Sandy Silt (NIL); moist, dark brown, hard, low plasticity w/ clay (Ql- 12 Qal). 1 3! I 61.7 7.6 14 16 Sandy Silt (ML); slightly moist, dark brown, medium stiff, low plasticity w/ clay (Ql-Qal). !8 30.7 3.4 92.4 20 Silty Sand (SM); dry, grayish brown, loose, fine -to -coarse grained w/ .;_ clay (QI-Qal). 4./i, 1 0 84.9 19.2 24 26 Silty Clay (CL); wet, grayish brown, very stiff, low to medium plasticity (QI-Qal). 28 7110/15 91.7 29.9 88.6 30 Silty Clay (CL); wet, grayish brown, very stiff, low to medium 32 plasticity (QI-Qal). Terminated @ 31.5 Feet bgs. No Groundwater or Seepage Encountered. 36 No Bedrock Encountered. 38 40 42 44 46 48 50 Completion Notes: SILVER ROCK RESORT COMPLEX NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 544-14059 Page 2 Report No: 17-01-011 BORELOG ® SLADDEN ENGINEERING Drill Rig: Mobile B-61 Date Drilled: 12/16/2016 Elevation: 25 Ft (MSL) Boring No: BH-3 y o g u �` o Description rl. 'Q > L R O . 2 Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained w/ gravel and trace of clay (Fill). 4 11/18/22 58.9 8.7 116.9 h Sandy Silt (ML); slightly moist, dark brown, very stiff, low plasticity w/ clay (QI-Qal). 8 7/12/12 80.8 14.4 10 12 Sandy Silt (ML); moist, dark brown, very stiff, low plasticity w/ clay (QI-Qal). 14 6/7/8 65.9 7.6 87.8 16 Sandy Silt (ML); slightly moist, dark brown, stiff, low plasticity w/ clay (Ql-Qal). IS 8/11/12 11.5 1.1 20 22 Sand (SP-SM); dry, grayish brown, medium dense, fine -to -coarse grained w/ trace of silt (Ql-Qal). 24 8/12/12 62.5 3.7 94.0 26 Sandy Silt (ML); dry, grayish brown, stiff, low plasticity w/ trace of clay (Q]-Qal). zs 7/7/8 76.3 2.5 3b 32 Sandy Silt (ML); dry, grayish brown, stiff, low plasticity w/ trace of clay (Ql-Qal). 34 Terminated G 31.5 Feet bgs. No Groundwater or Seepage Encountered. 36 No Bedrock Encountered. 38 40 42 44 46 48 50 Completion Notes: SILVER ROCK RESORT COMPLEX NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Projecl No: 544-14059 Page 3 Report No: 17-01-011 BORE LOG SLADDEN ENGINEERING Drill Rig: MobileB-6I Date Drilled: 12/16/2016 Elevation: 25 Ft (MSL) Boring No: 1;1 1 4 .Ei N e = r V 3 Description c a v oo y Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained 2 w/ gravel and trace of day (Fill). 8/13/13 _ : _ 8.4 4 6 Sandy Silt (ML); slightly moist, dark brown, very stiff, low plasticity w/ gravel and clay (Q]-Qal). 8 S/11 1 ti 443 2.1 98.9 10 Silty Sand (SM); dry, dark brown, medium dense, fine -to -coarse 12 ' grained w/ gravel and clay (Ql-Qal). 6/9/6 12.8 1.9 14 16 Silty Sand (SM); dry, dark brown, medium dense, fine -to -coarse grained w/ gravel and clay (Ql-Qal). 18 7/9/15 35.2 2.9 100.2 20 Silty Sand (SM), dry, dark brown, medium dense, fine -to -coarse 22 grained w/ gravel and clay (Ql-Qal). 3/9/ 12 65.3 14.0 24 26 Sandy Silt (ML); moist, grayish brown, very stiff, low plasticity w/ clay (QI-Qal). 28 15/15/I7 17.1 2.5 101.9I 30 _ Silty Sand (SM); dry, grayish brown, medium dense, fine-to-coarw 32 grained w/ clay (Q]-Qal). 4/7/7 44.6 9.4 34 36 Silty Sand (SM); slightly moist, grayish brown, medium dense, fine - to -coarse grained w/ clay (Ql-Qal). 38 89.1 163 95.9 40 Silty Clay (CL); moist, grayish brown, stiff, low to medium plasticity 42 (QI-Qal)- 10/11/11 30.0 4.1 44 46 i Silty Sand (SM); dry, grayish brown, medium dense, fine -to -coarse grained w/ clay (QI-Qal). 48 50 Silty Clay (CL); wet, grayish brown, stiff, low to medium plasticity 7/9/12 88.1 19.5 88.2 Ql-Qal. Completion Notes: SILVER ROCK RESORT COMPLEX Terminated @ 515 Feet bgs. NWC JEFFERSON STREET & AVENUE 54, LA QUINTA No Groundwater or Seepage Encountered. Project No: 544-14059 Page 4 Report No: 17-01-011 No Bedrock Encountered. 1 BORE LOG ® SLADDEN ENGINEERING Drill Rig: Mobile B-61 Date Drilled: 12/16/2016 Elevation: 25 Ft (h4SL) Boring No: BH-5 ) o y N ^ y a a o v Description C U 5 o A x �v `. Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained 2 > w/ gravel and trace of clay Fill). 4 7/18/18 64.1 8.2 113.7 Sandy Silt (ML); slightly moist, darkbrown, very stiff, low plasticity 6 w/ clay (Ql-Qal). 8 9/10/15 53.7 5.0 10 12 Sandy Silt (ML); slightly moist, dark brown, very stiff, low plasticity w/ clay (QI-Qal). 14 10/14/16 31.5 1.1 103.0 Silty Sand (SM); dry, grayish brown, medium dense, fine -to -coarse 16 grained w/ trace of clay (Ql-Qal). 18 417/6 87.6 9.5 20 22 Silty Clay (CL); slightly moist, grayish brown, stiff, low -to -medium plasticity (QI-Qal). 24 11/12/17 61.7 2.2 98.0 Sandy Silt (ML); dry, grayish brown, very stiff, low plasticity w/ clay 26 (Ql-Qal). 28 6110/10 34.4 3.1 30 32 Silty Sand (SM); dry, grayish brown, medium stiff, fine -to -coarse grained w/ clay Q1-Qal . 34 Terminated @ 31.5 Feet bgs. No Groundwater or Seepage Encountered. 36 No Bedrock Encountered_ 38 40 42 44 46 48 50 Completion Notes: SILVER ROCK RESORT COMPLEX NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 544-14059 Page 5 Report No: 17-01-017 BORE LOG SLADDEN ENGINEERING �J Drill Rig: MobileB-61 Date Drilled: 12/16/2016 Elevation: 25 Ft (MSL) Boring No: BH-6 uXi o .2 g ell o 6 0 v , u Description .2 a it U 3 A 01 'c v p, 5 v o v A 5 a cn 0 m ado w e 3' i 0 CL Q U Silty Sand (SM); slightly moist, dark brown, fine -to -coarse grained 2 - w/ gravel and trace of day (Fill). 7/12/15 20.2 1.2 4 6 Silty Sand (SM); dry, grayish brown, medium dense, fine -to -coarse grained w/ trace of clay (QI-Qal). 8 . 11/12/18 40.7 3.6 105.1 10 Silty Sand (SM); dry, grayish brown, medium dense, fine -to -coarse 12 grained w/ trace of clay (Ql-Qal). 8/8/8 41.5 2.8 14 t6 Silty Sand (SM); drv, grayish brown, medium dense, fine -to -coarse grained w/ trace of clay (Ql-Qal). 18 12/20/29 7.1 0.8 118.2 20 Gravelly Sand (SP); dry, grayish brown, dense, fine -to -coarse 22 rained w/ trace of day (QI-Qal). 24 Terminated @ 21.5 Feet bgs. No Groundwater or Seepage Encountered. 26 No Bedrock Encountered. 28 30 32 34 36 38 40 42 44 46 48 50 Completion Notes: SILVER ROCK RESORT COMPLEX NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 544-14059 Page Report No: 17-01-011 1 BORE LOG ® SLADGEN ENGINEERING Drill Rig: Mobile B-61 Date Drilled: 12/16/2016 Elevation: 25 Ft (MSL) Boring_ No: BH-7 x v 00 o Description a j 3 cn w n Crd o E cn m w o z 0 T 0 ¢IL C� Silty Sand (SM. ); slightly moist, gravish brown, fine -to -coarse 2 grained w/ ravel and trace of day(Fill). 4 8/10/17 58.3 1.5 99.6 Sandy Silt (ML); dry, grayish brown, very stiff, low plasticity w/ 6 trace of clay (QI-Qal). 8 4/4/5 16.2 1.6 10 12 Silty Sand (SM); dry, grayish brown, loose, fine -to coarse grained w/ trace of clay (Ql-Qal). 14 5/'9/11 39.8 4.5 99.2 'Silty Sand (SM); dry, grayish brown, medium dense, fine -to -coarse 16 grained w/ trace of clay (Ql 18 4/4/4 71.0 7.8 20 - 22 Et Sandy Silt (ML); slightly moist, grayish brown, medium stiff, low plasticityw/ trace of clayQl-Qal . Terminated @ 21.5 Feet bgs. 24 No Groundwater or Seepage Encountered. No Bedrock Encountered. 26 28 30 32 34 36 38 40 42 44 46 48 50 Completion Notes: SILVER ROCK RESORT COMPLEX NWC JEFFERSON STREET & AVENUE 54, LA QUINTA Project No: 544-14059 Page % Report No: 17-01-011 APPENDIX B LABORATORY TESTING Sladden Engineering www.SladdenEngineering.com APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. Graphic representations of the results of this testing are presented in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses. This provides information for developing classifications for the soil in accordance with the Unified Soil Classification System which is presented in the preceding appendix. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing is very useful in detecting variations in the soil and in selecting samples for further testing. SOIL MECHANIC'S TESTING Expansion Testing: One (1) bulk sample was selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4-inch diameter by 1-inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. Direct Shear Testing: One (1) bulk sample was selected for Direct Shear testing. This test measures the shear strength of the soil under various normal pressures and is used to develop parameters for foundation design and lateral design. Tests were performed using a recompacted test specimen that was saturated prior to tests. Tests were performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Sladden Engineering www.SladdenEngineering.com Consolidation/Hydro-Collapse Testing: Two (2) relatively undisturbed samples were selected for consolidation testing. For this test, a one -inch thick test specimen was subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. Corrosion Series Testing. The soluble sulfate concentrations of the surface soil were determined in accordance with California Test Method Number (CA) 417. The pH and Minimum Resistivity were determined in accordance with CA 643. The soluble chloride concentrations were determined in accordance with CA 422. Sladden Engineering www.SladdenEngineering.com Sladden Engineering 450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863 Maximum Density/Optimum Moisture ASTM D698/D1557 Project Number: 544-14059 Project Name: Silver Rock Resort Lab ID Number: LN6-16057 Sample Location: BH-1 Bulk 1 @ 0-5' Description: Dark Brown Silty Sand (SM) Maximum Density: 118 pcf Optimum Moisture: 12.5% 145 140 135 130 a 125 .N c A 120 a. A 115 110 105 too 0 Sieve Size % Retained 3/41' 3/8" #4 0.5 Zero Air Voids Lines, sg =2.65, 2.70, 2.75 5 10 15 Moisture Content, % January 9, 2017 ASTM D-1557 A Rammer Type: Machine 20 25 Buena Park • Palm Desert • Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Job Number: Job Name: Lab ID Number: Sample ID: Soil Description Expansion Index ASTM D 4829 544-14059 Silver Rock Resort LN6-16057 BH-1 Bulk 1 Cq3 0-5' Dark Brown Silty Sand (SM) W t of Soil + Ring: 562.6 %Veieht of Rinu: 191.1 Wt of Wet Soil: 371.5 Pereent Avloislure: 10.5% Sample Height. in 0.95 Wet Density, ef: 118.5 Dry Denstiy, pcf: 1 107.2 Saturation: 1 49.6 Expansion Rack # 4 Date/1 ime 1/5/2017 1 3:10 PM Initial Readin&' 0.0000 Final Reading 0.0046 Expansion Index (Final - Initial) x 1000 5 January 9, 2017 Buena Park - Palm Desert - Hemet Job Number: Job Name Lab ID No. Sample 1D Classification Sample Type Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Direct Shear ASTM D 3080-04 (modified for unconsolidated condition) 544-14059 Silver Rock Resort LN6-16057 BH-1 Bulk 1 ( 0-5' Dark Brown Silty Sand (SM) Remolded @ 90% of Maximum Density January 9, 2017 Initial Dry Density: 105.9 pcf Initial Mosture Content: 12.7 % Peak Friction Angle (0): 30' Cohesion (c): 60 psf Test Results 1 2 3 4 Average Moisture Content, % 20.3 20.3 20.3 20.3 20.3 Saturation, % 92.8 92.8 92.8 92.8 92.8 Normal Stress, kps 1 0.739 1 1.479 1 2.958 5.916 Peak Stress, kps 1 0.468 1 0.881 1 1.778 3.405 • Peak Stress Linear (Peak Stress) 6.0 5.0 -- a 4.0 - 3.0 zn - 1.0 L . I 0.0 0 1 2 3 4 5 6 Normal Stress, kps Buena Park • Palm Desert • Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 & C136 Project Number: 544-14059 Project Name: Silver Rock Resort Lab ID Number: LN6-16057 Sample ID: BH-I Bulk I @ 0-5' January 9, 2017 Soil Classification: SM Sieve Sieve Percent Size, in Size, mm Passing 2" 50.8 100.0 1 1/2" 38.1 100.0 1" 25.4 100.0 3/4" 19.1 100.0 1 /2" 12.7 99.9 3/8" 9.53 99.8 #4 4.75 99.5 #8 2.36 99.3 #16 1.18 97.0 #30 0.60 96.1 #50 0.30 93.4 # 100 0.15 73.9 #200 0.075 41.5 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Buena Park • Palm Desert • Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C117 R C136 Project Number: 544-14059 Project Name: Silver Rock Resort Lab ID Number: LN6-16057 Sample 1D: BH-2 R-4 @ 20' Soil Classification: SM Sieve Sieve Percent Size, in Size, mm Passing 1 " 25.4 100.0 3/4" 19.1 100.0 1 /2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 100.0 #16 1.18 99.9 #30 0.60 99.7 450 0.30 97.2 9100 0.15 77.8 9200 0.074 36.6 January 9, 2017 ;' 'IIII■■r�rn11�■■�Iln�■■■IIIII■■■■11111■.■� IIII■■■■I11I1■■■■IIIII■■��■IIIII■■�■IIIII■■■ IIIII■■■■IIIII■■■■IIIII■■��IIIII■■■■IIIII■■■■ IIII■■■■IIIII■■�11111■■■►�11 1 ■■■IIIII■■■■ .' 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IIIII�■■III MM 11�■■� JIII � � �1 iI ��C ulr�'liiiilmmmiiiiiommmiiiilommiii�01 �I�11 Buena Park - Palm Desert - Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM CI 17 & C 136 Project Number: 544-14059 Project Name: Silver Rock Resort Lab ID Number: LN6-16057 Sample ID: BH-5 R-3 (a-) 15' Soil Classification: SM Sieve Sieve Percent Size, in Size, mm Passing 1 " 25.4 100.0 3/4" 19.1 100.0 1 /2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 48 2.36 100.0 #16 1.18 98.3 #30 0.60 78.4 #50 0.30 57.2 #100 0.15 45.3 #200 0.074 32.8 January 9, 2017 iniii� l� A �■ e1i■om 1111000111111001101011101 MMMIIIIII MIONIIIIIIENION 11 11111100 MEN 11111IMMMUNIMIN ION 1"1�i n� �� mn� ► 9 �oei■�� li�i■ten BIENNIUM OINME MENIME I M.000 10.000 1.000 0.100 0.010 0.001 Sieve Size, mm Buena Park - Palm Desert - Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTM C 1 17 & C 136 Project Number: 544-14059 Project Name: Silver Rock Resort Lab ID Number: LN6-16057 Sample ID: BH-6 S-1 @ 5' Soil Classification: SM Sieve Sieve Percent Size, in Size, mm Passing l " 25.4 100.0 3/4" 19.1 100.0 1 /2" 12.7 100.0 3/8" 9.53 100.0 94 4.75 100.0 #8 2.36 99.9 #16 1.18 99.9 #30 0.60 99.7 #50 0.30 93.0 # 100 0.15 54.0 #200 0.074 21.1 January 9, 2017 11■■rI��I11111■�1�11111�\■■■11111�■■■IIII■■■■ ®11■■■■IIIII■■■■1■11� i�lllll�.■IIII■■■■ 1■1�■■■■IIIII■■■■IIIII■■ ■■IIIII■■■IIII■� l■1 ■■■■IIIII■■■■IIIII■■��■11111�■■■IIIII■ II��■■■IIIII■■■■IIIII.■■►IIII,..■■IIIII.■■■ IIIIIl■mmIIIIIlo■m1l111■01 oil mo■■milllllom IIIII■■■IIIII■■■■I111■■■�illl�■■■■IIIII■■■ .IIIII■■■■IIIII■■■■IIIII■■■ 11®�■■■IIII■■■■ - , , lull■■■■IIIII■■■IIIII■■■��Iln■■■■IIIII■■■■ Inll■■■■IIIII■■■■IIIII■■■��IIIII■■■■IIIII■■■■ IIII �■■■11111�■■■IIIII■■■■VI®■■■■IIIII■■■■ IIII��■■■IIIII■■■■IIIII■■■■1►1n■■■■IIIII■■■■ liiiii■■m11111■■imiiiiii■■■HIM ■i�inii■i■� �IIII■■ ■IIIII■■■■IIIII■■IIIII■■■■IIIII■■■ 110■■■■IIIII■■ ■IIIII■■■■■III■■■■IIIII■■■■ Illn■■■■IIIII■■■■lull■■■■■Ill■■■■IIIII■■■■ „lio off oil Buena Park - Palm Desert - Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation ASTMC117&C136 Project Number: 544-14059 Project Name: Silver Rock Resort Lab ID Number: LN6-16057 Sample ID: BH-7 R-2 a 10' Soil Classification: SM Sieve Sieve Percent Size, in Size, n-un Passing 1" 25.4 100.0 3/4" 19.1 100.0 1 /2" 12.7 100.0 3/8" 9.53 100.0 #4 4.75 100.0 #8 2.36 99.8 #16 1.18 98.9 #30 0.60 88.5 #50 0.30 64.0 # 100 0.15 42.5 #200 0.074 17.8 January 9, 2017 IIIII■1■Ir�llll�■�Ii��llll■■■�II111■■■■IIIII■■■� IIIII■■�11■1■■■■IIIII■■■■IIIII■■■■IIIII■■■■ IIIII■■■■11■1■■■■lllii�■■■IIIII■■■IIIII■■■ . IIIII■■■■Ilnl■■■IIIII\■■■IIIII■■■■IIIII■■■ 1I111�■■■IIIII■■�■IIIII►■■■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■�■IIIII\■■IIIII■■■■IIIII■■■ IIIII■■■■IIIII■■■■IIIII■\I■■IIIII■■■■IIIII■■■ IIIII■■■■IIIII■■■■IIIII■�►i�11111■■■■IIIII■■■■ - ' IIIII■■■IIIII■■■■IIIII■\\■IIIII■■■IIIII■■■■ Ills■■■�11111■■■■11111�■��I■11�■■■IIIII■■■■ �1111■■■IIIII■■■■IIIII■■ IIIII■■■■IIIII■■■■ 1111�■■�IIn1■■■■IIIII■■ IIIII■■■■IIIII■■■ IIIII■■■�IIRI�■■■IIIII■■■�\IIIII■■■■IIIII■■■■ IIIII■■■■IIn1�■■■IIIII■■■�11111I�■■■Ilnl■■■■ IIIII■■■�IIIII�■■■IIIII■■■■��IIII�■■■IIIII■■■■ IIIII■■■■IIIII■■■�NIII■■■�I►n1�■■■IIIII■■■■ 11111�■ ■IIIII■■■��III■■■■IIY`II�■■■IIIII■■■■ 11111�■■■IIIII■■■■IIIII■■■IIIII■■■■IIIII■■■■ IIIII■■■■IIIII■■■■IIIII■■�1 I■■■■IIIII■■■■ IIIII■■■■IIIII�■■■IIIII■■■I�11■■■■IIIII■■■■ Buena Park - Palm Desert - Hemet Sladden Engineering 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-14059 January 9, 2017 Job Name: Silver Rock Resort Lab ID Number: LN6-16057 Initial Dry Density, pcf: 116.0 Sample ID: BI-I-1 R-2 @ 5' Initial Moisture, %: 10.7 Soil Description: Dark Brown Sandy Silt (ML) Initial Void Ratio: 0.437 Specific Gravity: 2.67 5 4 3 2 -2 -3 -4 -5 -6 0.1 % Change in Height vs Normal Presssure Diagram Before Saturation —e— After Saturation Rebound Hydro Consolidation 1.0 10.0 100.0 Normal Load (kst) Buena Park - Palm Desert - Hemet Sladden Engineering 450 Egan Avenue, Beaurnont. CA 92223 (951) 845-7743 Fax (951) 845-8863 One Dimensional Consolidation ASTM D2435 & D5333 Job Number: 544-14059 January 9, 2017 Job Name: Silver Rock Resort Lab ID Number: LN6-16057 Initial Dry Density, pcf: 122.0 Sample ID: BH-2 R-2 @ 10' Initial Moisture, %: 12.5 Soil Description: Dark Brown Sandy Silt (ML) Initial Void Ratio: 0.367 Specific Gravity: 2.67 -3 e -6 % Change in Height vs Normal Presssure Diagram 0 Before Saturation —6 After Saturation —0—Rebound ---*--Hydro Consolidation 1.0 10.0 100.0 Normal Load (ksi) Buena Park - Palm Desert - Hemet Sladden Engineering 6782 Stanton Ave., Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkwy, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: January 9, 2017 Account No.: 544-14059 Customer: Robert Green Company c/o Michael Baker International Location: Silver Rock Resort, NWC Ave 54 & Jefferson Street, La Quinta Corrosion Series pH per CA 643 BH-1 @ 0-5' 8.4 Analytical Report Soluble Sulfates Soluble Chloride Min. Resistivity per CA 417 per CA 422 per CA 643 ppm ppm ohm -cm 400 150 1030 C Rpt 544-14059 010917 APPENDIX C 2016 SEISMIC DESIGN MAP AND REPORT VS30 GRADIENT MAP PSH DEAGGREGATION OUPUT Sadden Engineering www.SladdenEngineering.com 1/9i2017 Design Maps Summary Report W. USGS Design Maps Summary Report User -Specified Input Report Title 544-14059 Mon January 9, 2017 19:14:08 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 33.667370N, 116.27725°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/1I/III - Mirage Palm Desert Indio. r_ Q `.� _�..•ti.. .j uar $f .. L a Qu m to _ ,F 4. 11 Mecca USGS-Provided Output SS = 1.500 g SMS = 1.500 g Sps = 1.000 g Si = 0.645 g SN1 = 0.968 g SD1 = 0.645 g For information on how the SS and Sl values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum 1.65 1.su t.25 1.20 1.05 Oi 0.50 H 0.?5 0.60 0.45 0.20 0.15 0.00 0.00 0.20 0.40 0.60 0.30 1.00 1.20 1.40 1.60 1.20 2.00 Period T (sec) Design Response Spectrum 1.10 0.99 0.88 0.7i Qt 0.66 y 0.55 0-44 0.22 0.22 0.11 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) For PGA., T,, Cas, and Cal values, please view the detailed report. Although this information Is a product of the U.S. Geological Survey, we provice no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. httpJ/earthquake.usgs.gov/designmaps/uslsummary.php?templato=minimal&Iabtude=33.6673688Jongitude=-116-Y"252&sitedass=3&riskcategory=0&edition 1/1 1i9;2017 Design Maps Detailed Report �(�SG5 Design Maps Detailed Report ASCE 7-10 Standard (33.667370N, 116.277251W) Site Class D - "Stiff Soil", Risk Category 1/II/I11 Section 11.4.1 — Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain S.) and 1.3 (to obtain S,). Maps in the 2010 ASCE-7 Standard are provided for Site Class B. Adjustments for other Site Classes are made, as needed, in Section 11.4.3. From Figure 22-1 Ell S; - 1.500 g From Figure 22-2 t21 S1 = 0.645 g Section 11.4.2 — Site Class The authority having jurisdiction (not the USGS), site -specific geotechnical data, and/or the default has classified the site as Site Class D, based on the site soil properties in accordance with Chapter 20. Table 20.3-1 Site Classification Site Class A. Hard Rock B. Rock - - - -- - C. Very dense soil and soft rock D. Stiff Soil _ E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1 VS N or N,,, s >5,000 ft/s N/A N/A 2,500 to 5,000 ft/s N/A N/A 1,200 to 2,500 ft/s >50 >2,000 psf 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf <600 ft/s ^ < 15 < 1,000 psf Any profile with more than 10 ft of soil having the characteristics: • plasticity index PI > 20, • Moisture content w > 4001f), and • Undrained shear strength S. < 500 psf See Section 20.3.1 For SI: 1ft/s = 0.3048 m/s Ilb/ft2 = 0.0479 kN/m2 http://earthquake.usgs.gov/clesignmapslusireport.phpAc-mplate=minimal&latitude}=33.667368&lorK ilode=-116.277252&sitedass=3&riskcategory=0&edition=asc. 1)6 1/912017 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk -Targeted Maximum Considered Earthquake (MCE) Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F. Site Class Mapped MCE a Spectral Response Acceleration Parameter at Short Period Ss <_ 0.2S Ss = 0.50 S5 = 0.75 S5 = 1.00 SS > 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of SS For Site Class = D and SS = 1.500 g, F. = 1.000 Table 11.4-2: Site Coefficient F Site Class Mapped MCE o Spectral Response Acceleration Parameter at 1-s Period S150.10 S,=0.20 S,-0.30 S,=0.40 S,?0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of S, For Site Class = D and S, = 0.645 g, F = 1.500 http://earthquake.usgs.gorv/designm apslus/report.php?tem plate=m inimai&latitude=33.867368&longitude=-116.277252&siteclass=3&riskcategory-O&edi tior=asc... 2/6 1/912017 Design Maps Detailed Report Equation (11.4-1): Sr,s = F,,Ss = 1.000 x 1.500 = 1.500 g Equation (11.4-2): SM, = F S, = 1.500 x 0.645 = 0.968 g Section 11.4.4 — Design Spectral Acceleration Parameters Equation (11.4-3): Equation (11.4-4): Section 11.4.5 — Design Response Spectrum From Figure 22-12 t31 Si,S = % S" = 2/ x 1.500 = 1.000 g S;7, = z/, S,,,, = 2/ x 0.968 = 0.645 g Figure 11.4-1: Design Response Spectrum 5� S.? = 1.of) 0 m 'v v S71 = u 645 a R T, = 0 129 T, = 0.645 1.000 Period, T (sec) TL = 8 seconds httpI/earthquake_usgs.govldesignmaps/us/report.php?template=minimal&latitude=33.667368&iongitude--Il6277252&siteclass=3&riskcategory=O&edibon=asc 3/6 1/9/2017 Design Maps Detailed Rep3rt Section 11.4.6 — Risk -Targeted Maximum Considered Earthquake (MCER) Response Spectrum The NICE, Response Spectrum is determined by multiplying the design response spectrum above by 1.5. S,.; = 1.500 A rn c 0 �a a sr, = 0 968 v u Q tV u r 0 a v cc ff m in T; = 0.129 T, = 0.645 1.000 Period, T (sec) http://earthquake.usgs.govidesignrn aps/us/report.php?ternptate=minimal&latitude= 33.667368&1ongitude`-116.277252&si tedass=3&riskcategory=0&edition=asc.. 4/6 1)e;2017 Design Maps Detailed Repnrt Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design Categories D through F From Fi ure 22-7 tat PGA = 0.562 Equation (11.8-1): PGA, = FPc,PGA = 1.000 x 0.562 = 0.562 g Table 11.8-1: Site Coefficient F,, Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA Class PGA 5 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA >_ 0.50 A 0.8 0,8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation fog intermediate values of PGA For Site Class = D and PGA = 0.562 g, FPr;p = 1.000 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site -Specific Ground Motion Procedures for Seismic Design) From Figure 22-17151 From Figure 22-18161 CPS = 1.051 C,, = 1.016 http //earthquake.usgs.gov/designm aps/us/re-port,php?template-m inimal&latitude=33.567368&longitude=-116.277252&sl tac1a99=3&rrskcategory=0&edi Oon=asc.. 516 V11/2017 Design Maps Detaled Report Section 11.6 — Seismic Design Category Table 11.6-1 Seismic Desian Catecory Based on Short Period Resoonse Acceleration Parameter VALUE OF Sos RISK CATEGORY I or II III IV S, < 0.167g A A 6 A 0.167g <_ Sos < 0.339 B C 0.33g 5 Sos < 0.50g C C D 0.50g 5 Sos D D D For Risk Category = I and S0.5 = 1.000 g, Seismic Design Category = D Table 11.6-2 Seismic Desiqn Category Based on 1-S Period Resocnse Acceleration Parameter VALUE OF Sol RISK CATEGORY I or II TIT IV Sp, < 0.067g A A A 0.067g 5 SDI < 0.1339 B B C 0.133g <_ S,„ < 0.20g C C D 0.20g <_ So, D D D For Risk Category = I and Sp, = 0.645 g, Seismic Design Category = D Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, IT, and III, and F for those in Risk Category IV, irrespective of the above. Seismic Design Category - "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = D Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category. References 1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf 2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs-/2010_ASCE-7_Figure_22-2.pdf 3. Figure 22-12: http://earthquake.tisgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figiire_22-12.pdf 4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfsJ2010_ASCE-7_Figure_22-7.pdf 5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf 6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCF-7_Figure_22-18.pdf http://earhgLjake.usgs.gwldesignmapsluslreport.ptip?template=minim.ii&latitude=33.6673688.longitude=-116.277252&siteclass=3&riskcategory=0&editicn=asc, , 66 EM a017.�in 919:t58 -116.279167 33.687500 254 -116.270836 33.687500 241 -116.262497 33.687500 236 -116.254166 33.687500 239 -116.279167 33.679165 253 -116.270836 33.679165 241 -116.262497 33.679165 237 -116.254166 33.679165 239 -116.279167 33.670834 451 -116.270836 33.670834 244 -116.262497 33.670834 251 -116.254166 33.670834 254 -116.279167 33.662498 633 -116.270836 33.662498 425 -116.262497 33.662498 242 -116.254166 33.662498 248 -116.279167 33.654167 513 -116.270836 33.654167 449 -116.262497 33.654167 207 -116.254166 33.654167 206 Vs30 544-14059 Page 1 0� 60 00 ss W a c /Mee 0) N V N r, WV V v Wn V V VO EA ■ � O C V I V �/ o a N Q c w c° v SS 6 V V V kn G c T N O a` v .0 0 PJO-'&y 01 uofjnqujuoo % a d z E 0 a 0 0 3 m 1192017 1)t4ps1'geohazards.usgs.govldeaggintl20D8/auU544-14059_2017.01.09_19.19.48.txt *** Deaggregation of Seismic Hazard at One Period of Spectral Accel. *** *** Data from U.S.G.S. National Seismic Hazards Mapping Project, 2008 version *"* PSHA Deaggregation. %contributions. site: 544-14059 long: 116.277 W., lat: 33.667 N. Vs30(m/s)= 300.0 (some WUS atten. models use Site Class not Vs30). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 475 yrs. Exceedance PGA-0.4883 g. Weight * Computed_Rate_Ex 0.211E-02 #Pr[at least one eq with median motion>=PGA in 50 yrs]=e.00356 #This deaggregation corresponds to Mean Hazard w/all GMPEs DIST(KM) MAG(MW) ALL_FPS EPSILON>2 1<FPS<2 O<EPS<1-1<EPS<O-2<EPS<-1 EPS<-2 7.9 5.05 1.203 0.569 0.634 0.000 0.000 0.000 0.000 13.3 5.05 0.237 0.237 0.000 0.000 0.000 0.000 0.000 7.9 5.20 2.497 0.968 1.412 0.116 0.000 0.000 0.000 13.5 5.20 0.608 0.589 0.021 0.000 0.000 0.000 0.000 8.0 5.4e 2.526 0.708 1.587 0.232 0.000 0.000 0.000 13.8 5.40 0.801 0.715 0.087 0.000 0.000 0.000 0.000 8.0 5.60 2.365 0.504 1.523 0.339 0.000 0.000 0.000 14.1 5.60 0.949 0.744 0.205 0.000 0.000 0.000 0.000 22.7 5.61 0.058 0.058 0.000 0.000 0.000 0.000 0.000 8.1 S.80 2.072 0.360 1.299 0.413 0.000 0.000 0.000 14.4 5.80 1.013 0.691 0.322 0.000 0.000 0.000 0.000 23.3 S.81 0.106 0.106 0.000 0.000 0.000 0.000 0.000 7.5 6.01 2.574 0.332 1.514 0.728 0.000 0.000 0.000 14.7 6.01 1.176 0.676 0.501 0.000 0.000 0.000 0.000 24.2 6.01 0.170 0.170 0.000 0.000 0.000 0.000 0.000 7.5 6.20 3.333 0.358 1.841 1.128 0.006 0.000 0.000 14.9 6.20 1.267 0.574 0.684 0.009 0.000 0.000 0.000 24.2 6.21 0.327 0.311 0.016 0.000 0.000 0.00e 0.000 33.9 6.22 0.053 0.053 0.000 0.000 0.000 0.000 0.000 7.6 6.40 3.080 0.266 1.496 1.292 0.027 0.000 0.000 14.7 6.40 1.376 0.442 0.900 0.034 0.000 0.000 0.000 23.9 6.41 0.440 0.37S 0.064 0.000 0.000 0.000 0.000 33.5 6.42 0.162 0.161 0.e01 0.000 0.000 0.000 0.000 5.4 6.60 0.818 0.054 0.317 0.418 0.029 0.000 0.000 12.1 6.66 2.706 0.65e 1.886 0.170 0.000 0.000 0.000 23.9 6.61 0.256 0.218 0.039 0.000 0.000 0.000 0.000 32.9 6.59 0.143 0.138 0.006 0.000 0.000 0.000 0.000 S.5 6.80 0.627 0.038 0.222 0.335 0.032 0.000 0.000 11.8 6.85 11.308 2.235 7.896 1.177 0.000 0.000 0.000 23.4 6.80 0.330 0.234 0.097 0.000 0.000 0.000 0.000 33.3 6.80 0.206 0.184 0.022 0.000 0.000 0.000 0.000 53.0 6.82 0.110 0.110 0.000 0.000 0.000 0.000 0.000 5.5 6.95 0.248 0.014 0.084 0.136 0.014 0.000 0.000 12.0 7.00 11.773 1.987 8.011 1.774 0.000 0.000 0.000 25.4 6.99 0.203 0.117 0.086 0.000 0.000 0.000 0.000 33.0 6.99 0.302 0.231 0.071 0.000 0.000 0.000 0.000 54.5 7.02 0.142 0.141 0.001 0.000 0.000 0.000 0.000 12.2 7.18 9.025 1.347 5.431 2.247 0.000 0.000 0.000 27.9 7.23 0.363 0.147 0.215 0.001 0.000 0.000 0.000 32.8 7.21 0.890 0.502 0.388 0.000 0.000 0.000 0.000 56.4 7.19 0.201 0.194 0.007 0.000 0.000 0.000 0.000 12.S 7.41 7.774 1.001 4.294 2.478 0.000 0.000 0.000 28.3 7.41 2.196 0.935 1.211 0.050 0.000 0.000 0.000 32.9 7.42 0.429 0.206 0.223 0.000 0.000 0.000 0.000 56.7 7.37 0.174 0.154 0.020 0.000 0.000 0.000 0.000 12.4 7.62 4.725 0.573 2.443 1.675 0.034 0.000 0.000 28.8 7.59 3.853 1.181 2.389 0.282 0.000 0.000 0.000 58.9 7.58 0.170 0.137 0.033 0.000 0.000 0.000 0.000 12.3 7.78 4.246 0.417 1.907 1.876 0.046 0.000 0.000 28.9 7.79 1.941 0.525 1.218 0.198 0.000 0.000 0.000 65.8 7.77 0.068 0.055 0.013 0.000 0.000 0.000 0.000 12.1 7.98 4.596 0.431 1.954 2.076 0.135 0.000 0.000 27.9 7.98 0.205 0.043 0.129 0.033 0.000 0.000 0.000 59.7 7.98 0.093 0.066 0.027 0.000 0.000 0.000 0.000 11.9 8.19 0.913 0.076 0.352 0.439 0.045 0.000 0.000 httpsJlgeohazards.usgs.gav/deagginU2003/out/544-14059 2017.01.09 19.19.48.tx1 1/5 1/9/2017 hllps-//geohazards.usgs.govldeagginU200&'ouU544-14059 2017.01.09_19.19.48.txt Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE(%): 100.0 Mean src-site R- 14.1 km; M= 6.86; epsO= 0.98. Mean calculated for all sources. Modal src-site R= 12.0 km; M= 7.00; epsO= 0.94 from peak (R,M) bin MODE R*= 12.0km; M*= 7.00; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 8.011 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilon@ (mean values). California A -faults 64.18 15.3 7.30 0.90 CA Compr. crustal gridded 30.99 10.3 5.91 1.09 San Gorgonio Zone gridded 3.59 18.1 7.1.0 1.20 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilon@ Site-to-src azimuth(d) San lacinto;A+C aPriori 2.64 28.9 7.50 1.36 -144.0 S. S.Andr.;CO aPriori 6.23 11.6 6.97 0.93 44.4 S. S.Andr.;SSB+BG aPriori 2.38 13.7 7.32 0.84 12.1 S. S.Andr.;BG+CO aPriori 2.43 11.6 7.36 0.67 44.7 S. San Andreas;CO MoBal 21.79 11.6 6.95 0.96 44.4 S. San Andreas Unsegmented A-fl 3.69 13.2 7.70 0.59 36.7 #*********End of deaggregation corresponding to Mean Hazard w/all GMPEs *********tt PSHA Deaggregation. %contributions. site: 544-14059 long: 116.277 W., lat: 33.667 N. Vs30(m/s)= 300.0 (some WUS atten. models use Site Class not V00). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 475 yrs. Exceedance PGA=0.4883 g. Weight * Computed_Rate_Ex 0.906E-03 #Pr[at least one eq with median motion>=PGA in 50 yrs]=0.00258 #This deaggregation corresponds to Boore-Atkinson 2008 DIST(KM) MAG(Mk) ALL_EPS EPSILON>2 1<EPS<2 O<EPS<l-1<EPS<O-2<EPS<-1 EPS<-2 7.5 5.05 0.122 0.120 0.002 0.000 0.000 0.000 0.000 7.7 5.20 0.295 0.263 0.032 0.000 0.000 0.000 0.000 12.6 5.21 0.024 0.024 0.000 0.000 0.000 0.000 0.000 7.8 5.40 0.348 0.291 0.057 0.000 0.000 0.000 0.000 13.4 5.41 0.063 0.063 0.000 0.000 0.000 0.000 0.000 7.9 5.60 0.381 0.287 0.094 0.000 0.000 0.000 0.000 14.2 5.61 0.116 0.116 0.000 0.000 0.000 0.000 0.000 7.9 5.80 0.393 0.245 0.147 0.000 0.000 0.000 0.000 14.7 5.80 0.175 0.175 0.000 0.000 0.000 0.000 0.000 23.5 5.81 0.027 0.027 0.000 0.000 0.000 0.000 0.000 7.3 6.02 0.589 0.290 0.299 0.000 0.000 0.000 0.000 15.0 6.01 0.256 0.252 0.004 0.000 0.000 0.000 0.000 24.6 6.01 0.062 0.062 0.000 0.000 0.000 0.000 0.000 7.3 6.20 0.813 0.341 0.472 0.000 0.000 0.000 0.000 15.1 6.20 0.314 0.297 0.017 0.000 0.000 0.000 0.000 24.5 6.21 0.133 0.133 0.000 0.000 0.000 0.000 0.000 34.1 6.23 0.038 0.038 0.000 0.000 0.000 0.000 0.000 7.5 6.40 0.765 0.262 0.499 0.005 0.000 0.000 0.000 14.9 6.40 0.367 0.314 0.053 0.000 0.000 0.000 0.000 24.2 6.41 0.187 0.187 0.000 0.000 0.000 0.000 0.000 33.4 6.42 0.129 0.129 0.001 0.000 0.000 0.000 0.000 5.3 6.60 0.199 0.054 0.142 0.002 0.000 0.000 0.000 12.0 6.67 1.284 0.369 0.832 0.084 0.000 0.000 0.000 24.1 6.61 0.172 0.167 0.005 0.000 0.000 0.000 0.000 32.9 6.59 0.133 0.127 0.006 0.000 0.000 0.000 0.000 5.4 6.80 0.161 0.038 0.120 0.003 0.000 0.000 0.000 11.8 6.85 5.641 1.021 4.037 0.583 0.000 0.000 0.000 23.8 6.80 0.225 0.194 0.031 0.000 0.000 0.000 0.000 33.3 6.80 0.192 0.171 0.021 0.000 0.000 0.000 0.000 44.2 6.79 0.029 0.029 0.000 0.000 0.000 0.000 0.000 53.0 6.82 0.110 0.110 0.000 0.000 0.000 0.000 0.000 5.4 6.95 0.064 0.014 0.049 0.001 0.000 0.000 0.000 12.0 6.99 5.452 0.895 3.745 0.812 0.000 0.000 0.000 26.0 6.99 0.147 0.100 0.047 0.000 0.000 0.000 0.000 33.1 6.99 0.262 0.195 0.066 0.000 0.000 0.000 0.000 44.7 6.99 0.027 0.027 0.000 0.000 0.000 0.000 0.000 hUps,79eohazards_usgs.g0vldeaggintf20M'ouU544-14059 2017.01.09_19.19.48.txt 2/5 V912017 htips,ligeohazards.usgs.gov/ceagginU2008/ouV544-14059 2017.01.09_19.19.48.bd 54.6 7.02 0.142 0.140 0.001 0.000 0.000 0.000 0.000 12.2 7.17 4.580 0.660 2.867 1.052 0.000 0.000 0.000 28.0 7.22 0.248 0.103 0.144 0.001 0.000 0.000 0.000 32.8 7.21 0.751 0.389 0.362 0.000 0.000 0.000 0.000 44.1 7.19 0.023 0.023 0.000 0.000 0.000 0.000 0.000 56.4 7.19 0.197 0.190 0.007 0.000 0.000 0.000 0.000 12.6 7.41 3.792 0.476 2.159 1.158 0.000 0.000 0.000 28.5 7.42 1.749 0.597 1.109 0.043 0.000 0.000 0.000 32.9 7.41 0.336 0.144 0.193 0.000 0.000 0.000 0.000 44.0 7.40 0.032 0.030 0.003 0.000 0.000 0.000 0.000 56.7 7.36 0.166 0.146 0.020 0.000 0.000 0.000 0.000 12.5 7.63 2.280 0.264 1.197 0.819 0.000 0.000 0.000 28.9 7.59 2.502 0.608 1.618 0.276 0.000 0.000 0.000 34.0 7.57 0.031 0.016 0.014 0.000 0.000 0.000 0.000 58.9 7.58 0.158 0.125 0.033 0.000 0.000 0.000 0.000 65.7 7.58 0.043 0.039 0.004 0.000 0.000 0.000 0.000 12.3 7.78 1.911 0.168 0.909 0.834 0.000 0.000 0.000 28.9 7.79 1.264 0.270 0.809 0.194 0.000 0.000 0.000 59.0 7.79 0.036 0.025 0.010 0.000 0.000 0.000 0.000 65.8 7.76 0.063 0.050 0.013 0.000 0.000 0.000 0.000 12.1 7.98 2.104 0.170 0.940 0.971 0.024 0.000 0.000 28.0 7.98 0.125 0.022 0.081 0.023 0.000 0.000 0.000 59.7 7.98 0.076 0.050 0.026 0.000 0.000 0.000 0.000 11.9 8.19 0.422 0.030 0.171 0.208 0.014 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE(%): 43.0 Mean src-site R= 16.6 km; M= 7.11; epsO= 1.01. Mean calculated for all sources. Modal src-site R= 11.8 km; M= 6.85; epsO= 1.01 from peak (R,M) bin MODE R*= 11.7km; M*= 6.85; EPS.INTFRVAL: 1 to 2 sigma % CONTRIB.= 4.037 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilon@ (mean values). California A -faults 33.85 16.8 7.30 0.91 CA Compr. crustal gridded 6.40 11.4 6.08 1.33 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilon@ Site-to-src azimuth(d) San 3acinto;A+C aPriori 1.87 28.9 7.49 1.25 -144.0 S. S.Andr.;CO aPriori 3.06 11.6 6.97 0.89 44.4 S. S.Andr.;SSB+BG aPriori 1.21 13.7 7.31 0.79 12.1 S. S.Andr.;BG+CO aPriori 1.14 11.6 7.36 0.66 44.7 S. San Andreas;CO MoBal 10.74 11.6 6.94 0.91 44.4 S. San Andreas Unsegmented A-flt 1.85 13.9 7.69 0.63 36.7 #*********End of deaggregation corresponding to Boore-Atkinson 2008 *********# PSHA Deaggregation. %contributions. site: 544-14059 long: 116.277 W., lat: 33.667 N. Vs30(m/s)= 300.0 (some WUS atten. models use Site Class not Vs30). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 475 yrs. Exceedance PGA=0.4883 g. Weight * Computed_Rate_Ex 0.228E-03 #Pr[at least one eq with median motion>=PGA in 50 yrs]=0.00048 #This deaggregation corresponds to Campbell-Bozorgnia 2008 DIST(KM) MAG(MW) ALL_EPS EPSILON>2 1<EPS<2 O<EPS<1-1<EPS<0-2<EPS<-1 EPS<-2 7.8 5.05 0.264 0.222 0.042 0.000 0.000 0.000 0.000 12.4 5.05 0.023 0.023 0.000 0.000 0.000 0.000 0.000 7.9 5.20 0.625 0.471 0.154 0.000 0.000 0.000 0.000 12.8 5.21 0.090 0.090 0.000 0.000 0.000 0.000 0.000 8.0 5.40 0.737 0.469 0.268 0.000 0.000 0.000 0.000 13.5 5.41 0.180 0.180 0.000 0.000 0.000 0.000 0.000 8.1 5.60 0.714 0.391 0.323 0.000 0.000 0.000 0.000 13.9 5.60 0.241 0.240 0.000 0.000 0.000 0.000 0.000 22.4 5.61 0.009 0.009 0.000 0.000 0.000 0.000 0.000 8.1 5.80 0.591 0.301 0.299 0.000 0.000 0.000 0.000 14.2 5.80 0.242 0.236 0.006 0.000 0.000 0.000 0.000 22.9 5.81 0.017 0.017 0.000 0.000 0.000 0.000 0.000 7.6 6.01 0.678 0.305 0.374 0.00e 0.000 0.000 0.000 https:Ugechazards.usgs.govide:lggni/20081oW544-14059 2017.01.09_19.19.48.txt 3/5 119d2017 httpsJ/geot.azards.usgs.gcrv.'deaggi nt/20081ouV574-14059_2017.01.09_19.19.48.W 14.5 6.01 0.268 0.253 0.015 0.000 0.000 0.000 0.000 23.8 6.01 0.025 0.025 0.000 0.000 0.000 0.000 0.000 7.5 6.20 0.881 0.344 0.537 0.000 0.000 0.000 0.000 14.7 6.20 0.286 0.262 0.024 0.000 0.000 0.000 0.000 23.8 6.21 0.052 0.052 0.000 0.000 0.000 0.000 0.000 7.6 6.40 0.854 0.262 0.586 0.006 0.000 0.000 0.000 14.5 6.40 0.314 0.263 0.050 0.000 0.000 0.000 0.000 23.6 6.41 0.074 0.074 0.000 0.000 0.000 0.000 0.000 33.6 6.41 0.008 0.008 0.000 0.000 0.000 0.000 0.000 5.4 6.60 0.274 0.054 0.205 0.015 0.000 0.000 0.000 12.8 6.63 0.244 0.202 0.043 0.000 0.000 0.000 0.000 23.5 6.60 0.034 0.034 0.000 0.000 0.000 0.000 0.000 5.4 6.80 0.196 0.038 0.147 0.011 0.000 0.000 0.000 12.1 6.84 0.594 0.484 0.110 0.000 0.000 0.000 0.000 22.5 6.80 0.038 0.038 0.000 0.000 0.000 0.000 0.000 5.5 6.95 0.076 0.014 0.057 0.004 0.000 0.000 6.000 12.6 7.01 0.524 0.353 0.171 0.000 0.000 0.000 0.000 23.4 6.98 0.017 0.017 0.000 0.000 0.000 0.000 0.000 12.6 7.18 0.528 0.297 0.231 0.000 0.000 0.000 0.000 25.8 7.21 0.013 0.013 0.000 0.000 0.000 0.000 0.000 32.8 7.20 0.007 0.007 0.000 0.000 0.000 0.000 0.000 12.7 7.41 0.391 0.225 0.165 0.000 0.000 0.000 0.000 25.5 7.40 0.040 0.039 0.001 0.000 0.000 0.000 0.000 12.8 7.62 0.231 0.128 0.103 0.000 0.000 0.000 0.000 27.9 7.57 0.051 0.a50 0.001 0.000 0.000 0.000 0.000 12.1 7.78 0.144 0.078 0.066 0.000 0.000 0.000 0.000 28.9 7.79 0.021 0.021 0.000 0.000 0.000 0.000 0.000 12.1 7.97 0.162 0.089 0.073 0.000 0.000 0.000 0.000 12.0 8.21 0.027 0.016 0.011 0.000 0.000 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPE(%): 10.8 Mean src-site R= 10.6 km; M= 6.26; epsO= 1.33. Mean calculated for all sources. Modal src-site R= 7.5 km; M= 6.20; epsO= 0.81 from peak (R,M) bin MODE R*= 7.6km; M*= 6.40; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 0.586 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilen0 (mean values). CA Compr. crustal gridded 7.94 9.6 5.92 1.17 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilonO Site-to-src azimuth(d) San Jacinto;A+C aPriori 0.03 28.9 7.50 2.41 -144.0 S. S.Andr.;CO aPriori 0.26 11.6 6.99 1.90 44.4 S. S.Andr.;SSB+BG aPriori 0.09 13.7 7.31 1.83 12.1 S. S.Andr.;BG+CO aPriori 0.11 11.6 7.36 1.67 44.7 S. San Andreas;CO MoBal 0.90 11.6 6.96 1.93 44.4 S. San Andreas Unsegmented A-flt 0.05 11.9 7.70 2.21 36.7 #*********End of deaggregation corresponding to Campbell-Bozorgnia 2008 ******* # PSHA Deaggregation. %contributions. site: 544-14059 long: 116.277 W., lat: 33.667 N. Vs30(m/s)= 300.0 (some WUS atten. models use Site Class not Vs30). NSHMP 2007-08 See USGS OFR 2008-1128. dM=0.2 below Return period: 475 yrs. Exceedance PGA=0.4883 g. Weight * Computed_Rate_Ex 0.974E-03 #Pr[at least one eq with median motion> -PGA in 50 yrs]=0.00992 #This deaggregation corresponds to Chiou-Youngs 2008 DIST(KM) MAG(MW) ALL_EPS EPSILON>2 1<FPS<2 O<EPS<l-1<FPS<0-2<EPS<-1 EPS<-2 8.0 5.05 0.816 0.518 0.298 0.000 0.000 0.000 0.000 13.4 5.05 0.210 0.210 0.000 0.000 0.000 0.000 0.000 8.0 5.20 1.577 0.902 0.675 0.000 0.000 0.000 0.000 13.7 5.20 0.494 0.494 0.000 0.000 0.000 0.000 0.000 8.1 5.40 1.441 0.693 0.748 0.000 0.000 0.000 0.000 14.0 5.40 0.559 0.546 0.013 0.000 0.000 0.000 0.000 22.3 5.41 0.024 0.024 0.000 0.000 0.000 0.000 0.600 8.1 5.60 1.270 0.495 0.776 0.000 0.000 0.000 0.000 14.2 5.60 0.592 0.555 0.036 0.000 0.000 0.000 0.000 Naps rJcleohazards.usgs.govldoaggnt/2008/out/544-14059_2017.01.09_19.19.48.txt 415 1/9/2017 https://gedwards.usgs.gov/deaggint/20aBout/544-14059 2017.01.09 19.19.48.txt 22.8 5.61 0.042 0.042 0.000 0.000 0.000 0.000 0.000 8.1 5.80 1.088 0.350 0.725 0.013 0.000 0.000 0.000 14.4 5.80 0.596 0.520 0.076 0.000 0.000 0.000 0.000 23.2 5.80 0.063 0.063 0.000 0.000 0.000 0.000 0.000 7.6 6.01 1.307 0.328 0.954 0.025 0.000 0.000 0.000 14.7 6.01 0.653 0.515 0.138 0.000 0.000 0.000 0.000 24.1 6.00 0.084 0.084 0.000 0.000 0.000 0.000 0.000 7.6 6.20 1.639 0.358 1.240 0.040 0.000 0.000 0.000 14.8 6.20 0.668 0.476 0.192 0.000 6.000 0.000 0.000 24.0 6.20 0.142 0.142 0.000 0.000 0.000 0.000 0.000 7.7 6.40 1.461 0.266 1.119 0.076 0.000 0.000 0.000 14.6 6.39 0.695 0.400 0.294 0.000 0.000 0.000 0.000 23.7 6.40 0.179 0.178 0.001 0.000 0.000 0.000 0.000 33.5 6.41 0.025 0.025 0.000 0.000 0.000 0.000 0.000 5.4 6.60 0.346 0.054 0.252 0.039 0.000 0.000 0.000 12.0 6.67 1.178 0.358 0.745 0.074 0.000 0.000 0.000 23.4 6.61 0.050 0.050 0.000 0.000 0.000 0.000 0.000 S.5 6.80 0.270 0.038 0.191 0.041 0.000 0.000 0.000 11.7 6.85 5.072 0.981 3.542 0.549 0.000 0.000 0.000 22.6 6.80 0.068 0.068 0.000 0.000 0.000 0.000 0.000 5.5 6.95 0.109 0.014 0.075 0.019 0.000 0.000 0.000 11.9 7.00 5.775 0.971 3.904 0.900 0.000 0.000 0.000 24.1 6.98 0.039 0.037 0.002 0.000 0.000 0.000 0.000 32.8 7.01 0.036 0.036 0.000 0.000 0.000 0.000 0.000 12.2 7.19 3.940 0.578 2.269 1.093 0.000 0.000 0.000 27.4 7.22 0.071 0.049 0.022 0.000 0.000 0.000 0.000 32.7 7.23 0.132 0.115 0.016 0.000 0.000 0.000 0.000 12.5 7.41 3.608 0.453 1.948 1.20/ 0.000 0.000 0.000 28.2 7.42 0.S97 0.420 0.177 0.000 0.000 0.000 0.000 32.8 7.42 0.088 0.065 0.023 0.000 0.000 0.000 0.000 12.3 7.63 2.430 0.260 1.178 0.958 0.034 0.000 0.000 28.8 7.60 1.140 0.515 0.625 0.001 0.000 0.000 0.000 12.3 7.78 1.959 0.165 0.874 0.874 0.046 0.000 0.000 28.8 7.79 0.657 0.234 0.409 0.014 0.000 0.000 0.000 12.1 7.97 2.275 0.168 0.914 1.083 0.111 0.000 0.000 27.7 7.98 0.077 0.019 0.048 0.010 0.000 0.000 0.000 12.1 8.18 0.517 0.034 0.197 0.255 0.032 0.000 0.000 Summary statistics for above PSHA PGA deaggregation, R=distance, e=epsilon: Contribution from this GMPF(%): 46.2 Mean src-site R= 12.5 km; M= 6.77; epsO= 0.87. Mean calculated for all sources. Modal src-site R= 11.9 km; M= 7.00; epsO= 0.91 from peak (R,M) bin MOUE R*= 11.9km; M*= 7.00; EPS.INTERVAL: 1 to 2 sigma % CONTRIB.= 3.904 Principal sources (faults, subduction, random seismicity having > 3% contribution) Source Category: % contr. R(km) M epsilon0 (mean values). California A -faults 28.10 13.7 7.30 0.81 CA Compr. crustal gridded 16.66 10.2 5.84 0.96 Individual fault hazard details if its contribution to mean hazard > 2%: Fault ID % contr. Rcd(km) M epsilonO Site-to-src azimuth(d) San Jacinto;A+C aPriori 0.74 28.9 7.51 1.60 -144.0 S. S.Andr.;CO aPriori 2.91 11.6 6.97 0.89 44.4 S. S.Andr.;SSB+BG aPriori 1.07 13.7 7.32 0.82 12.1 S. S.Andr.;BG+CO aPriori 1.18 11.6 7.36 0.59 44.7 S. San Andreas;CO MoBal 10.16 11.6 6.95 0.91 44.4 S. San Andreas Unsegmented A-flt 1.80 12.6 7.72 0.49 36.7 #*********End of deaggregation corresponding to Chiou-Youngs 2008 *********# Southern California hops://goahazards.usgs.gov/ deaggi nt/200&oull544-14059_2017.01.09_19.19.48.txt 515 APPENDIX D SEISMIC SETTLEMENT ANALYSIS Sladden Engineering www.SladdenEngineering.com SEISMIC SETTLEMENT ANALYSIS 544-14059 Hole No.=BH-1 Water Depth=35 ft Surface Elev.=25 Ft Shear Stress Raiio JD 0 10 30 [:� �-- so Shaded Zone has Liquefaction Potential © Sladden Engineering Silver Rock Resort Magnitude= 7.0 Acceleration=0.562g `actor o'. Safety Settlement 1 0 1 5 0 (in.) 1 S-0.83in. Saturated Unsaturat. Plate A-1 BH-1 Liquefy.sum LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 1/10/2017 7:5 S:S4 AM Input File Name: F:\Liquefy5\Silver Rock Resort BH-l.liq Title: 544-14059 Subtitle: Silver Rock Resort Surface Elev.=25 Ft Hole No.=BH-1 Depth of Hole= S 1.00 ft Water Table during Earthquake= 35.00 ft Water Table during In -Situ Testing= 52.00 ft Max. Acceleration= 0.56 g Earthquake Magnitude= 7.00 Input Data: Surface Elev.=25 Ft Hole No.=BH-1 Depth of Hole=51.00 ft Water Table during Earthquake= 35.00 ft Water Table during In -Situ Testing= 52.00 ft Max. Acceleration=0.56 g Earthquake Magnitude=7.00 No -Liquefiable Soils: Based on Analysis 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu, M-correction 3. Fines Correction for Liquefaction: Modify Stark/Olson 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1.25 7. Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fsl=User) 10. Use Curve Smoothing: Yes* * Recommended Options In -Situ Test Data: Depth SPT gamma Fines ft pcf % ----------------------------------- 0.00 29.33 115.50 63.80 2.00 29.33 115.50 63.80 5.00 24.00 127.20 63.40 10.00 32.00 127.20 61.10 Page 1 BH-1 Liquefy.sum 15.00 17.33 109.20 55.10 20.00 11.00 109.20 72.10 25.00 10.00 92.50 81.20 30.00 16.00 92.50 85.50 35.00 18.00 105.10 88.20 40.00 14.00 105.10 85.40 45.00 15.33 118.10 84.60 50.00 ------------------------------------ 15.00 118.10 81.00 Output Results: Settlement of Saturated Sands=0.25 in. Settlement of Unsaturated Sands=0.58 in. Total Settlement of Saturated and Unsaturated Sands=0.83 in. Differential Settlement=0.413 to 0.545 in. Depth CRRm CSRfs F.S. S-sat. S-dry S-all ft in. in. in. --- -------------------------------------------------- 0.00 0.60 0.47 5.00 0.25 0.58 0.83 0.05 0.60 0.47 5.00 0.25 0.58 0.83 0.10 0.60 0.47 5.00 0.25 0.58 0.83 0.15 0.60 0.47 5.00 0.25 O.S8 0.83 0.20 0.60 0.47 5.00 0.2S O.S8 0.83 0.25 0.60 0.47 5.00 0.25 0.58 0.83 0.30 0.60 0.47 5.00 0.2 S 0.58 0.83 0.35 0.60 0.47 5.00 0.25 0.58 0.83 0.40 0.60 0.47 5.00 0.2 S 0.58 0.83 0.45 0.60 0.47 5.00 0.2 5 0.58 0.83 0.50 0.60 0.47 5.00 0.2 S 0.58 0.83 0.55 0.60 0.47 5.00 0.25 0.58 0.83 0.60 0.60 0.47 5.00 0.25 0.58 0.83 0.65 0.60 0.47 5.00 0.25 0.58 0.83 0.70 0.60 0.47 5.00 0.25 0.58 0.83 0.75 0.60 0.47 5.00 0.25 0.58 0.83 0.80 0.60 0.47 5.00 0.25 0.58 0.83 0.85 0.60 0.47 5.00 0.2 5 0.58 0.83 0.90 0.60 0.47 5.00 0.25 0.58 0.83 0.95 0.60 0.47 5.00 0.25 0.58 0.83 1.00 0.60 0.47 5.00 0.25 0.S8 0.83 LOS 0.60 0.47 5.00 0.25 0.58 0.83 1.10 0.60 0.47 5.00 0.25 0.58 0.83 1.15 0.60 0.47 5.00 0.25 0.58 0.83 1.20 0.60 0.47 5.00 0.25 O.S8 0.83 1.25 0.60 0.47 5.00 0.25 0.58 0.83 1.30 0.60 0.47 5.00 0.25 0.58 0.82 1.35 0.60 0.47 5.00 0.25 0.58 0.82 1.40 0.60 0.47 5.00 0.25 0.58 0.82 1.45 0.60 0.47 5.00 0.25 0.58 0.82 1.50 0.60 0.47 5.00 0.25 0.58 0.82 1.55 0.60 0.47 5.00 0.25 0.58 0.82 1.60 0.60 0.47 5.00 0.25 0.58 0.82 1.65 0.60 0.47 5.00 0.25 0.58 0.82 1.70 0.60 0.47 5.00 0.25 0.58 0.82 1.75 0.60 0.47 5.00 0.25 0.58 0.82 Page 2 BH-1 Liquefy.sum 1.80 0.60 0.47 5.00 0.25 0.58 0.82 1.85 0.60 0.47 5.00 0.25 0.58 0.82 1.90 0.60 0.47 5.00 0.2S 0.58 0.82 1.95 0.60 0.47 5.00 0.25 0.58 0.82 2.00 0.60 0.47 S.00 0.2S O.S8 0.82 2.05 0.60 0.47 5.00 0.25 0.58 0.82 2.10 0.60 0.47 5.00 0.25 0.58 0.82 2.1S 0.60 0.47 5.00 0.25 0.58 0.82 2.20 0.60 0.47 S.00 0.25 0.58 0.82 2.25 0.60 0.47 S.00 0.2S 0.58 0.82 2.30 0.60 0.47 5.00 0.25 0.58 0.82 2.35 0.60 0.47 S.00 0.25 0.58 0.82 2.40 0.60 0.47 5.00 0.25 0.58 0.82 2.4S 0.60 0.47 S.00 0.25 0.58 0.82 2.50 0.60 0.47 5.00 0.25 0.58 0.82 2.5S 0.60 0.47 5.00 0.25 0.58 0.82 2.60 0.60 0.47 S.00 0.25 0.58 0.82 2.65 0.60 0.47 5.00 0.25 0.S8 0.82 2.70 0.60 0.47 S.00 0.25 0.58 0.82 2.75 0.60 0.47 5.00 0.25 0.58 0.82 2.80 0.60 0.47 5.00 0.2S 0.58 0.82 2.8S 0.60 0.47 5.00 0.25 0.58 0.82 2.90 0.60 0.47 5.00 0.2S 0.58 0.82 2.95 0.60 0.47 5.00 0.25 0.58 0.82 3.00 0.60 0.47 S.00 0.25 0.58 0.82 3.05 0.60 0.47 5.00 0.25 0.58 0.82 3.10 0.60 0.47 5.00 0.25 0.58 0.82 3.15 0.60 0.47 5.00 0.25 0.58 0.82 3.20 0.60 0.47 5.00 0.25 0.58 0.82 3.25 0.60 0.47 S.00 0.2S 0.57 0.82 3.30 0.60 0.47 5.00 0.25 0.S7 0.82 3.35 0.60 0.47 5.00 0.25 0.57 0.82 3.40 0.60 0.47 5.00 0.25 O.S7 0.82 3.4S 0.60 0.47 5.00 0.25 0.57 0.82 3.50 0.60 0.47 S.00 0.25 0.57 0.82 3.55 0.60 0.47 5.00 0.25 0.57 0.82 3.60 0.60 0.47 5.00 0.25 O.S7 0.82 3.65 0.60 0.47 5.00 0.25 0.57 0.82 3.70 0.60 0.47 S.00 0.2S O.S7 0.82 3.7S 0.60 0.47 5.00 0.2S 0.57 0.82 3.80 0.60 0.47 S.00 0.25 0.57 0.82 3.85 0.60 0.47 5.00 0.25 0.57 0.82 3.90 0.60 0.47 5.00 0.25 0.57 0.82 3.95 0.60 0.47 5.00 0.25 0.57 0.82 4.00 0.60 0.47 5.00 0.25 0.57 0.82 4.OS 0.60 0.47 S.00 0.25 0.57 0.82 4.10 0.60 0.47 5.00 0.25 0.57 0.82 4.15 0.60 0.47 5.00 0.25 0.57 0.82 4.20 0.60 0.47 5.00 0.25 0.57 0.82 4.25 0.60 0.47 5.00 0.25 0.57 0.82 4.30 0.60 0.47 5.00 0.25 0.57 0.82 4.35 0.60 0.47 5.00 0.25 0.57 0.82 4.40 0.60 0.47 5.00 0.25 0.57 0.82 4.45 0.60 0.47 5.00 0.25 0.57 0.82 4.SO 0.60 0.47 S.00 0.25 0.57 0.82 Page 3 BH-1 Liquefy.sum 4.55 0.60 0.47 5.00 0.25 0.57 0.82 4.60 0.60 0.47 5.00 0.25 0.57 0.82 4.65 0.60 0.47 5.00 0.25 0.S7 0.82 4.70 0.60 0.47 5.00 0.2S 0.S7 0.82 4.75 0.60 0.47 S.00 0.25 O.S7 0.82 4.80 0.60 0.47 S.00 0.25 0.57 0.82 4.85 0.60 0.47 S.00 0.25 0.S7 0.82 4.90 0.60 0.47 5.00 0.25 0.S7 0.82 4.95 0.60 0.47 S.00 0.25 0.57 0.82 5.00 0.60 0.47 5.00 0.2S 0.57 0.82 5.05 0.60 0.47 5.00 0.25 0.57 0.82 5.10 0.60 0.47 S.00 0.25 0.57 0.82 5.15 0.60 0.47 5.00 0.25 0.57 0.82 5.20 0.60 0.47 5.00 0.25 0.57 0.82 5.25 0.60 0.47 5.00 0.25 0.57 0.82 5.30 0.60 0.47 5.00 0.25 0.57 0.82 5.35 0.60 0.47 5.00 0.25 0.57 0.82 5.40 0.60 0.47 S.00 0.25 0.57 0.82 5.45 0.60 0.47 5.00 0.2S 0.57 0.82 5.50 0.60 0.47 S.00 0.25 0.57 0.82 5.55 0.60 0.47 S.00 0.25 O.S7 0.82 5.60 0.60 0.47 5.00 0.25 0.57 0.82 5.65 0.60 0.47 5.00 0.25 0.57 0.82 5.70 0.60 0.47 5.00 0.25 0.57 0.82 5.75 0.60 0.47 5.00 0.25 0.57 0.82 5.80 0.60 0.47 5.00 0.25 0.57 0.82 5.85 0.60 0.47 5.00 0.25 0.57 0.82 5.90 0.60 0.47 5.00 0.25 0.57 0.82 5.95 0.60 0.47 5.00 0.25 0.57 0.82 6.00 0.60 0.47 5.00 0.25 0.57 0.82 6.05 0.60 0.47 5.00 0.25 0.57 0.82 6.10 0.60 0.47 5.00 0.25 0.57 0.82 6.1S 0.60 0.47 5.00 0.25 O.S7 0.81 6.20 0.60 0.47 5.00 0.25 0.57 0.81 6.25 0.60 0.47 5.00 0.25 0.57 0.81 6.30 0.60 0.47 5.00 0.25 0.57 0.81 6.3S 0.60 0.47 5.00 0.25 0.57 0.81 6.40 0.60 0.47 5.00 0.25 0.57 0.81 6.4S 0.60 0.47 5.00 0.25 0.S7 0.81 6.50 0.60 0.47 5.00 0.25 0.57 0.81 6.55 0.60 0.47 5.00 0.25 0.57 0.81 6.60 0.60 0.47 5.00 0.2S 0.57 0.81 6.65 0.60 0.47 5.00 0.25 0.57 0.81 6.70 0.60 0.47 5.00 0.25 0.57 0.81 6.75 0.60 0.47 5.00 0.25 0.57 0.81 6.80 0.60 0.47 5.00 0.25 O.S7 0.81 6.85 0.60 0.47 5.00 0.25 0.57 0.81 6.90 0.60 0.47 5.00 0.25 0.57 0.81 6.95 0.60 0.47 5.00 0.25 0.S7 0.81 7.00 0.60 0.47 5.00 0.25 0.57 0.81 7.05 0.60 0.47 S.00 0.25 0.57 0.81 7.10 0.60 0.47 5.00 0.25 0.57 0.81 7.15 0.60 0.47 S.00 0.25 0.56 0.81 7.20 0.60 0.47 5.00 0.25 0.S6 0.81 7.25 0.60 0.47 5.00 0.25 0.56 0.81 Page 4 BH-1 Liquefy.sum 7.30 0.60 0.47 5.00 0.25 0.56 0.81 7.35 0.60 0.47 5.00 0.25 0.56 0.81 7.40 0.60 0.47 5.00 0.2S 0.S6 0.81 7.45 0.60 0.47 5.00 0.25 0.56 0.81 7.50 0.60 0.47 5.00 0.25 0.56 0.81 7.55 0.60 0.47 5.00 0.25 0.56 0.81 7.60 0.60 0.47 5.00 0.25 0.56 0.81 7.65 0.60 0.47 5.00 0.25 0.56 0.81 7.70 0.60 0.47 5.00 0.25 0.56 0.81 7.75 0.60 0.47 5.00 0.25 0.56 0.81 7.80 0.60 0.47 5.00 0.25 0.56 0.81 7.85 0.60 0.47 5.00 0.25 0.56 0.81 7.90 0.60 0.47 5.00 0.25 0.56 0.81 7.95 0.60 0.47 5.00 0.2S 0.56 0.81 8.00 0.60 0.47 5.00 0.25 0.56 0.81 8.05 0.60 0.47 5.00 0.25 0.56 0.81 8.10 0.60 0.47 5.00 0.25 0.56 0.81 8.15 0.60 0.47 5.00 0.25 0.56 0.81 8.20 0.60 0.47 S.00 0.25 0.56 0.81 8.25 0.60 0.47 5.00 0.25 0.56 0.81 8.30 0.60 0.47 5.00 0.25 0.56 0.81 8.35 0.60 0.47 5.00 0.25 0.56 0.81 8.40 0.60 0.47 5.00 0.25 0.56 0.81 8.45 0.60 0.47 5.00 0.25 0.56 0.81 8.50 0.60 0.47 5.00 0.25 0.56 0.81 8.55 0.60 0.47 5.00 0.25 0.56 0.81 8.60 0.60 0.47 5.00 0.25 0.56 0.81 8.65 0.60 0.47 5.00 0.2S 0.56 0.81 8.70 0.60 0.47 5.00 0.25 0.56 0.81 8.75 0.60 0.47 S.00 0.25 0.56 0.81 8.80 0.60 0.47 5.00 0.25 0.56 0.81 8.85 0.60 0.47 S.00 0.25 0.56 0.81 8.90 0.60 0.47 5.00 0.25 0.S6 0.81 8.95 0.60 0.46 5.00 0.25 0.56 0.81 9.00 0.60 0.46 5.00 0.25 0.56 0.80 9.05 0.60 0.46 5.00 0.25 0.56 0.80 9.10 0.60 0.46 5.00 0.25 0.56 0.80 9.15 0.60 0.46 5.00 0.25 0.56 0.80 9.20 0.60 0.46 5.00 0.25 0.56 0.80 9.25 0.60 0.46 5.00 0.25 0.56 0.80 9.30 0.60 0.46 5.00 0.25 0.56 0.80 9.35 0.60 0.46 5.00 0.25 0.56 0.80 9.40 0.60 0.46 5.00 0.25 0.56 0.80 9.45 0.60 0.46 S.00 0.25 0.56 0.80 9.50 0.60 0.46 5.00 0.25 0.56 0.80 9.55 0.60 0.46 5.00 0.25 0.56 0.80 9.60 0.60 0.46 5.00 0.25 0.56 0.80 9.65 0.60 0.46 5.00 0.25 O.S6 0.80 9.70 0.60 0.46 5.00 0.2S 0.56 0.80 9.75 0.60 0.46 5.00 0.25 0.55 0.80 9.80 0.60 0.46 5.00 0.25 0.55 0.80 9.8S 0.60 0.46 S.00 0.25 0.55 0.80 9.90 0.60 0.46 5.00 0.25 0.5S 0.80 9.95 0.60 0.46 5.00 0.25 0.55 0.80 10.00 0.60 0.46 5.00 0.2S 0.55 0.80 Page 5 BH-1 Liquefy.sum 10.05 0.60 0.46 5.00 0.25 0.55 0.80 10.10 0.60 0.46 5.00 0.25 0.55 0.80 WAS 0.60 0.46 5.00 0.25 0.55 0.80 10.20 0.60 0.46 5.00 0.25 0.55 0.80 10.25 0.60 0.46 5.00 0.25 0.55 0.80 10.30 0.60 0.46 5.00 0.25 0.55 0.80 10.35 0.60 0.46 S.00 0.25 0.55 0.80 10.40 0.60 0.46 S.00 0.2S 0. S 5 0.80 10.45 0.60 0.46 5.00 0.25 0.55 0.80 10.50 0.60 0.46 S.00 0.25 0.55 0.80 10.55 0.60 0.46 5.00 0.25 0.55 0.80 10.60 0.60 0.46 S.00 0.25 O.SS 0.80 10.65 0.60 0.46 5.00 0.25 0.55 0.80 10.70 0.60 0.46 5.00 0.2S 0.55 0.80 10.7 S 0.60 0.46 5.00 0.2S 0.55 0.80 10.80 0.60 0.46 5.00 0.25 0.55 0.80 10.85 0.60 0.46 5.00 0.2S 0.55 0.80 10.90 0.60 0.46 5.00 0.25 0.55 0.80 10.95 0.60 0.46 S.00 0.2S 0.55 0.80 11.00 0.60 0.46 5.00 0.25 0.55 0.80 11.05 0.60 0.46 S.00 0.25 0.55 0.80 11.10 0.60 0.46 5.00 0.2S 0.55 0.80 11.15 0.60 0.46 5.00 0.25 0. S 5 0.80 11.20 0.60 0.46 5.00 0.25 O.SS 0.80 11.25 0.60 0.46 5.00 0.25 0.55 0.80 11.30 0.60 0.46 5.00 0.25 0.55 0.80 11.35 0.60 0.46 5.00 0.25 0.55 0.79 11.40 0.60 0.46 5.00 0.2S 0.5 5 0.79 11.45 0.60 0.46 5.00 0.25 0.55 0.79 11.50 0.60 0.46 5.00 0.25 0.55 0.79 11.55 0.60 0.46 5.00 0.2S 0.55 0.79 11.60 0.60 0.46 5.00 0.25 O.SS 0.79 11.65 0.60 0.46 S.00 0.25 0.55 0.79 11.70 0.60 0.46 5.00 0.25 0.55 0.79 11.7S 0.60 0.46 S.00 0.2S 0.55 0.79 11.80 0.60 0.46 5.00 0.25 0.55 0.79 11.85 0.60 0.46 5.00 0.2S 0.55 0.79 11.90 0.60 0.46 S.00 0.2S 0.54 0.79 11.95 0.60 0.46 5.00 0.2S 0.54 0.79 12.00 0.60 0.46 S.00 0.25 0.54 0.79 12.05 0.60 0.46 5.00 0.25 0.54 0.79 12.10 0.60 0.46 5.00 0.25 0.S4 0.79 12.15 0.60 0.46 5.00 0.25 0.54 0.79 12.20 0.60 0.46 5.00 0.2S 0.54 0.79 12.2 S 0.60 0.46 5.00 0.25 0.54 0.79 12.30 0.60 0.46 5.00 0.2S 0.54 0.79 12.35 0.60 0.46 5.00 0.2S 0.S4 0.79 12.40 0.60 0.46 5.00 0.25 0.54 0.79 12.45 0.60 0.46 5.00 0.25 0.54 0.79 12.50 0.60 0.46 5.00 0.25 0.54 0.79 12.55 0.60 0.46 5.00 0.25 0.54 0.79 12.60 0.60 0.46 5.00 0.2S 0.54 0.79 12.65 0.60 0.46 5.00 0.25 0.54 0.79 12.70 0.60 0.46 5.00 0.25 0.S4 0.79 12.75 0.60 0.46 S.00 0.2S 0.54 0.79 Page 6 BH-1 Liquefy.sum 12.80 0.60 0.46 S.00 0.25 0.54 0.79 12.85 0.60 0.46 5.00 0.25 0.54 0.79 12.90 0.60 0.46 5.00 0.25 0.54 0.79 12.95 0.60 0.46 5.00 0.25 0.54 0.78 13.00 0.60 0.46 5.00 0.2 S 0.54 0.78 13.05 0.60 0.46 5.00 0.25 0.54 0.78 13.10 0.60 0.46 5.00 0.2 S 0.54 0.78 13.15 0.60 0.46 5.00 0.25 0.54 0.78 13.20 0.60 0.46 5.00 0.25 0.54 0.78 13.25 0.60 0.46 5.00 0.25 0.54 0.78 13.30 0.60 0.46 5.00 0.25 0.53 0.78 13.3 S 0.60 0.46 5.00 0.25 0.53 0.78 13.40 0.60 0.46 5.00 0.25 0.53 0.78 13.45 0.60 0.46 5.00 0.25 0.53 0.78 13.50 0.60 0.46 5.00 0.25 0.53 0.78 13.5 S 0.60 0.46 5.00 0.25 0.53 0.78 13.60 0.60 0.46 5.00 0.25 0.S3 0.78 13.65 0.60 0.46 5.00 0.25 0.53 0.78 13.70 0.60 0.46 5.00 0.25 0.53 0.78 13.7S 0.60 0.46 5.00 0.25 O.S3 0.78 13.80 0.60 0.46 5.00 0.25 0.53 0.78 13.85 0-60 0.46 5.00 0.25 0.53 0.78 13.90 0.60 0.46 5.00 0.25 0.53 0.78 13.9S 0.60 0.46 5.00 0.25 0.53 0.77 14.00 0.60 0.46 5.00 0.25 0.53 0.77 14.05 0.60 0.46 5.00 0.25 0.53 0.77 14.10 0.60 0.46 5.00 0.25 0.53 0.77 14.15 0.60 0.46 5.00 0.25 0.53 0.77 14.20 0.60 0.46 5.00 0.2S O.S2 0.77 14.25 0.60 0.46 5.00 0.25 0.52 0.77 14.30 0.60 0.46 5.00 0.25 0.52 0.77 14.35 0.60 0.46 5.00 0.25 0.52 0.77 14.40 0.60 0.46 5.00 0.2 S 0. S 2 0.77 14.45 0.60 0.46 5.00 0.25 0.52 0.77 14.50 0.60 0.46 5.00 0.25 0.52 0.77 14.S5 0.60 0.46 5.00 0.25 0.52 0.77 14.60 0.60 0.46 5.00 0.25 0.52 0.76 14.65 0.60 0.46 5.00 0.25 0.52 0.76 14.70 0.60 0.46 S.00 0.25 0.52 0.76 14.75 0.60 0.46 S.00 0.25 0.52 0.76 14.80 0.60 0.46 5.00 0.25 0.51 0.76 14.85 0.60 0.46 S.00 0.25 0.51 0.76 14.90 0.60 0.46 5.00 0.25 0.51 0.76 14.95 0.60 0.46 5.00 0.2 S 0.51 0.76 15.00 0.60 0.46 5.00 0.25 0.51 0.76 15.05 0.60 0.46 5.00 0.25 0.51 0.76 15.10 0.60 0.46 5.00 0.25 0.51 0.76 15.15 0.60 0.46 5.00 0.25 0.51 0.75 15.20 0.60 0.46 5.00 0.25 0.51 0.75 15.25 0.60 0.46 5.00 0.25 0.51 0.75 1S.30 0.60 0.46 5.00 0.25 0.50 0.75 1S.3S 0.60 0.46 5.00 0.25 0.50 0.75 15.40 0.60 0.46 5.00 0.25 0.S0 0.7S 15.45 0.60 0.46 S.00 0.25 O.SO 0.7S 15.50 0.60 0.46 5.00 0.25 O.SO 0.7S Page 7 BH-1 Liquefy.sum 15.55 0.60 0.46 5.00 0.25 0.50 0.75 15.60 0.60 0.46 5.00 0.25 0.50 0.75 15.65 0.60 0.46 5.00 0.25 0.50 0.74 15.70 0.60 0.46 5.00 0.25 0.50 0.74 15.75 0.60 0.46 S.00 0.25 0.50 0.74 15.80 0.60 0.46 5.00 0.25 0.49 0.74 1 S M 0.60 0.46 5.00 0.25 0.49 0.74 15.90 0.60 0.46 5.00 0.2S 0.49 0.74 15.95 0.60 0.46 5.00 0.25 0.49 0.74 16.00 0.60 0.46 5.00 0.25 0.49 0.74 16.05 0.60 0.46 S.00 0.25 0.49 0.74 16.10 0.60 0.46 5.00 0.25 0.49 0.73 16.15 0.60 0.46 5.00 0.25 0.49 0.73 16.20 0.60 0.46 5.00 0.25 0.48 0.73 16.25 0.60 0.46 5.00 0.25 0.48 0.73 16.30 0.60 0.46 5.00 0.25 0.48 0.73 16.35 0.60 0.46 5.00 0.2S 0.48 0.73 16.40 0.60 0.46 5.00 0.25 0.48 0.73 16.45 0.60 0.46 S.00 0.2S 0.48 0.73 16.50 0.60 0.46 S.00 0.2S 0.48 0.72 16.55 0.60 0.46 5.00 0.25 0.48 0.72 16.60 0.60 0.46 S.00 0.25 0.47 0.72 16.65 0.60 0.46 5.00 0.25 0.47 0.72 16.70 0.60 0.46 5.00 0.25 0.47 0.72 16.7S 0.60 0.46 5.00 0.25 0.47 0.72 16.80 0.60 0.46 5.00 0.25 0.47 0.72 16.85 0.60 0.46 5.00 0.2S 0.47 0.71 16.90 0.60 0.46 5.00 0.25 0.47 0.71 16.95 0.60 0.46 5.00 0.25 0.46 0.71 17.00 0.60 0.46 S.00 0.25 0.46 0.71 17.0S 0.60 0.46 5.00 0.2S 0.46 0.71 17.10 0.60 0.46 S.00 0.25 0.46 0.71 17.15 0.60 0.46 5.00 0.25 0.46 0.71 17.20 0.60 0.46 S.00 0.25 0.46 0.70 17.25 0.60 0.46 5.00 0.25 0.46 0.70 17.30 0.60 0.46 S.00 0.2S 0.45 0.70 17.35 0.60 0.46 5.00 0.25 0.45 0.70 17.40 0.60 0.46 5.00 0.2S 0.45 0.70 17.45 0.60 0.46 5.00 0.25 0.45 0.70 17.50 0.60 0.46 5.00 0.25 0.45 0.69 17.55 0.60 0.46 5.00 0.25 0.45 0.69 17.60 0.60 0.46 5.00 0.2S 0.44 0.69 17.65 0.60 0.46 5.00 0.25 0.44 0.69 17.70 0.60 0.46 5.00 0.2S 0.44 0.69 17.7S 0.60 0.46 5.00 0.25 0.44 0.69 17.80 0.60 0.46 S.00 0.25 0.44 0.68 17.85 0.60 0.46 S.00 0.25 0.43 0.68 17.90 0.60 0.46 5.00 0.25 0.43 0.68 17.95 0.60 0.46 5.00 0.25 0.43 0.68 18.00 0.60 0.4S 5.00 0.25 0.43 0.68 18.05 0.60 0.45 5.00 0.25 0.43 0.67 18.10 0.60 0.4S 5.00 0.2S 0.42 0.67 18.15 0.60 0.45 5.00 0.25 0.42 0.67 18.20 0.60 0.45 S.00 0.25 0.42 0.67 18.25 0.60 0.45 5.00 0.25 0.42 0.67 Page 8 BH-1 Liquefy.sum 18.30 0.58 0.45 5.00 0.25 0.42 0.66 18.35 0.56 0.45 5.00 0.25 0.41 0.66 18.40 0.54 0.45 5.00 0.25 0.41 0.66 18.45 0.53 0.45 5.00 0.25 0.41 0.66 18.50 0.52 0.45 5.00 0.25 0.41 0.66 18.55 O.S1 0.45 5.00 0.25 0.41 0.65 18.60 0.S1 0.45 5.00 0.25 0.40 0.65 18.65 0.50 OAS 5.00 0.25 0.40 0.65 18.70 0.49 0.45 5.00 0.25 0.40 0.65 18.75 0.49 OAS 5.00 0.25 0.40 0.64 18.80 0.48 0.45 5.00 0.25 0.40 0.64 18.85 0.48 OAS 5.00 0.25 0.39 0.64 18.90 0.48 OAS S.00 0.2S 0.39 0.64 18.95 0.47 0.45 5.00 0.25 0.39 0.63 19.00 0.47 0.45 5.00 0.25 0.39 0.63 19.05 0.47 0.45 5.00 0.25 0.38 0.63 19.10 0.46 OAS 5.00 0.25 0.38 0.63 19.15 0.46 0.45 5.00 0.25 0.38 0.63 19.20 0.46 0.45 5.00 0.25 0.38 0.62 19.25 0.45 0.45 5.00 0.25 0.37 0.62 19.30 0.45 0.45 5.00 0.25 0.37 0.62 19.35 OAS 0.45 5.00 0.25 0.37 0.61 19.40 0.45 0.45 5.00 0.25 0.37 0.61 19.45 0.44 0.45 5.00 0.25 0.36 0.61 19.50 0.44 0.45 5.00 0.25 0.36 0.61 19.55 0.44 0.45 5.00 0.25 0.36 0.60 19.60 0.44 OAS 5.00 0.25 0.35 0.60 19.65 0.44 0.45 5.00 0.25 0.35 0.60 19.70 0.43 0.45 S.00 0.2S 0.35 0.60 19.75 0.43 0.45 5.00 0.25 0.35 0.59 19.80 0.43 OAS 5.00 0.25 0.34 0.59 19.85 0.43 OAS 5.00 0.25 0.34 0.59 19.90 0.43 OAS 5.00 0.25 0.34 0.58 19.95 0.43 OAS 5.00 0.25 0.33 0.58 20.00 0.42 0.45 5.00 0.25 0.33 0.58 20.OS 0.42 0.45 5.00 0.25 0.33 0.S8 20.10 0.42 0.45 5.00 0.25 0.33 0.57 20.15 0.42 OAS 5.00 0.2S 0.32 0.57 20.20 0.42 0.45 5.00 0.25 0.32 0.57 20.25 0.42 0.45 5.00 0.2S 0.32 0.56 20.30 0.42 0.45 5.00 0.25 0.31 0.56 20.35 0.42 0.45 5.00 0.25 0.31 0.56 20.40 0.42 0.45 5.00 0.25 0.31 0.55 20.45 0.42 0.45 5.00 0.2S 0.30 0.55 20.50 0.42 OAS S.00 0.2S 0.30 0.5S 20.55 0.42 0.45 5.00 0.25 0.30 0.S4 20.60 0.42 0.45 5.00 0.25 0.29 0.54 20.65 0.42 0.45 5.00 0.25 0.29 0.54 20.70 0.42 0.45 S.00 0.25 0.29 0.53 20.7S 0.42 OAS 5.00 0.25 0.29 0.53 20.80 0.42 OAS 5.00 0.25 0.29 O.S3 20.8S 0.42 OAS 5.00 0.25 0.28 0.53 20.90 0.42 OAS 5.00 0.25 0.28 0.53 20.95 0.42 0.45 5.00 0.25 0.28 0.53 21.00 0.42 0.45 5.00 0.2S 0.28 0.53 Page 9 BH-1 Liquefy.sum 21.05 0.42 0.45 S.00 0.25 0.28 0.53 21.10 0.42 0.45 5.00 0.25 0.28 0.53 21.1S 0.42 0.45 5.00 0.25 0.28 0.52 21.20 0.42 0.45 5.00 0.25 0.28 0.S2 21.25 0.42 0.45 5.00 0.25 0.28 0.52 21.30 0.42 OAS 5.00 0.25 0.27 0.52 21.35 0.42 0.45 5.00 0.25 0.27 0.52 21.40 0.42 0.45 S.00 0.25 0.27 O.S2 21.45 0.42 0.45 5.00 0.25 0.27 0.52 21.50 0.42 OAS 5.00 0.25 0.27 0.S2 21.SS 0.42 0.45 5.00 0.25 0.27 0.52 21.60 0.42 0.45 S.00 0.25 0.27 0.52 21.65 0.42 OAS S.00 0.25 0.27 0.51 21.70 0.42 0.45 5.00 0.25 0.27 0.51 21.75 0.42 0.45 S.00 0.25 0.27 0.51 21.80 0.42 0.45 5.00 0.25 0.26 0.51 21.8S 0.42 0.45 5.00 0.2S 0.26 0.51 21.90 0.42 0.45 5.00 0.25 0.26 0.51 21.95 0.42 0.45 5.00 0.25 0.26 0.51 22.00 0.42 0.45 5.00 0.25 0.26 0.51 22.05 0.42 0.45 5.00 0.25 0.26 0.51 22.10 0.42 OAS 5.00 0.2S 0.26 0.50 22.15 0.42 0.45 5.00 0.25 0.26 0.50 22.20 0.42 0.45 5.00 0.25 0.26 0.50 22.25 0.42 OAS 5.00 0.25 0.25 0.S0 22.30 0.42 OAS 5.00 0.25 0.25 0.50 22.35 0.42 0.45 5.00 0.25 0.25 O.SO 22.40 0.42 0.45 5.00 0.25 0.25 0.50 22.45 0.42 0.45 5.00 0.25 0.2S 0.50 22.50 0.42 0.45 5.00 0.25 0.25 0.50 22.55 0.42 OAS 5.00 0.25 0.25 0.49 22.60 0.42 0.45 5.00 0.25 0.25 0.49 22.65 0.42 0.45 5.00 0.25 0.25 0.49 22.70 0.42 0.45 5.00 0.25 0.24 0.49 22.75 0.42 OAS S.00 0.25 0.24 0.49 22.80 0.42 0.45 5.00 0.25 0.24 0.49 22.85 0.42 0.45 5.00 0.25 0.24 0.49 22.90 0.42 0.45 5.00 0.2S 0.24 0.49 22.95 0.42 0.45 5.00 0.25 0.24 0.49 23.00 0.42 0.45 5.00 0.25 0.24 0.48 23.05 0.42 0.45 5.00 0.25 0.24 0.48 23.10 0.42 0.45 5.00 0.25 0.24 0.48 23.15 0.42 0.45 S.00 0.25 0.23 0.48 23.20 0.42 0.45 5.00 0.25 0.23 0.48 23.25 0.42 0.45 5.00 0.25 0.23 0.48 23.30 0.42 0.45 5.00 0.25 0.23 0.48 23.35 0.42 0.45 5.00 0.25 0.23 0.48 23.40 0.42 0.45 5.00 0.25 0.23 0.47 23.45 0.42 OAS 5.00 0.25 0.23 0.47 23.50 0.42 0.45 5.00 0.2S 0.23 0.47 23.S5 0.42 0.45 5.00 0.2S 0.22 0.47 23.60 0.42 0.45 5.00 0.25 0.22 0.47 23.65 0.42 0.45 5.00 0.25 0.22 0.47 23.70 0.42 0.45 5.00 0.25 0.22 0.47 23.7S 0.42 0.45 5.00 0.25 0.22 0.47 Page 10 BH-1 Liquefy -sum 23.80 0.42 0.45 5.00 0.25 0.22 0.47 23.85 0.42 0.45 5.00 0.25 0.22 0.46 23.90 0.42 0.45 5.00 0.25 0.22 0.46 23.95 0.42 0.45 5.00 0.25 0.21 0.46 24.00 0.42 0.45 5.00 0.25 0.21 0.46 24.05 0.42 0.45 5.00 0.25 0.21 0.46 24.10 0.42 0.45 5.00 0.25 0.21 0.46 24.15 0.42 0.45 5.00 0.25 0.21 0.46 24.20 0.42 0.45 5.00 0.25 0.21 0.46 24.25 0.42 0.45 5.00 0.25 0.21 0.45 24.30 0.42 0.45 5.00 0.25 0.21 0.45 24.35 0.42 0.45 5.00 0.25 0.21 0.45 24.40 0.42 0.45 5.00 0.25 0.20 0.45 24.45 0.42 0.45 5.00 0.25 0.20 0.45 24.50 0.42 0.45 5.00 0.25 0.20 0.45 24.55 0.42 0.45 5.00 0.25 0.20 0.45 24.60 0.42 0.45 5.00 0.25 0.20 0.4S 24.65 0.42 0.45 5.00 0.25 0.20 0.44 24.70 0.42 0.45 5.00 0.25 0.20 0.44 24.7S 0.42 0.45 5.00 0.25 0.20 0.44 24.80 0.42 0.45 5.00 0.25 0.19 0.44 24.85 0.43 0.45 5.00 0.25 0.19 0.44 24.90 0.43 0.45 5.00 0.25 0.19 0.44 24.95 0.43 0.45 5.00 0.2S 0.19 0.44 25.00 0.43 0.45 5.00 0.25 0.19 0.44 25.05 0.43 0.45 5.00 0.25 0.19 0.43 25.10 0.43 0.4S 5.00 0.25 0.19 0.43 25.15 0.43 0.45 5.00 0.25 0.19 0.43 25.20 0.44 0.45 5.00 0.2S 0.18 0.43 25.25 0.44 0.45 5.00 0.25 0.18 0.43 25.30 0.44 0.45 S.00 0.25 0.18 0.43 25.35 0.44 0.45 5.00 0.25 0.18 0.43 25.40 0.45 0.45 5.00 0.25 0.18 0.43 25.4S 0.45 0.45 5.00 0.25 0.18 0.42 25.50 0.45 0.45 5.00 0.25 0.18 0.42 2S.55 0.46 0.45 5.00 0.25 0.18 0.42 25.60 0.46 0.4S 5.00 0.25 0.17 0.42 25.65 0.46 0.45 5.00 0.25 0.17 0.42 25.70 0.47 0.45 5.00 0.25 0.17 0.42 25.75 0.47 0.4S 5.00 0.2S 0.17 0.42 25.80 0.48 0.45 5.00 0.2S 0.17 0.42 25.85 0.48 0.45 5.00 0.2S 0.17 0.42 2S.90 0.49 0.45 5.00 0.25 0.17 0.41 25.95 0.49 0.45 5.00 0.25 0.17 0.41 26.00 0.50 0.45 S.00 0.25 0.16 0.41 26.05 0.51 0.45 5.00 0.25 0.16 0.41 26.1.0 0.52 0.45 5.00 0.25 0.16 0.41 26.15 0.53 0.45 S.00 0.25 0.16 0.41 26.20 0.54 0.45 5.00 0.2S 0.16 0.41 26.25 0.56 0.45 5.00 0.25 0.16 0.41 26.30 0.58 0.45 5.00 0.25 0.16 0.40 26.35 0.60 0.4S 5.00 0.25 0.16 0.40 26.40 0.60 0.45 5.00 0.25 0.16 0.40 26.45 0.60 0.4S 5.00 0.25 0.1S 0.40 26.50 0.60 0.45 5.00 0.25 0.15 0.40 Page 11 BH-1 Liquefy.sum 26.55 0.60 0.45 S.00 0.25 0.15 0.40 26.60 0.60 0.45 5.00 0.25 0.15 0.40 26.6S 0.60 0.45 5.00 0.25 0.15 0.40 26.70 0.60 0.45 5.00 0.25 0.15 0.40 26.75 0.60 0.45 5.00 0.25 0.15 0.39 26.80 0.60 0.45 5.00 0.25 0.15 0.39 26.85 0.60 0.45 5.00 0.2S 0.15 0.39 26.90 0.60 0.45 5.00 0.25 0.14 0.39 26.95 0.60 0.45 5.00 0.25 0.14 0.39 27.00 0.60 0.44 5.00 0.25 0.14 0.39 27.05 0.60 0.44 5.00 0.25 0.14 0.39 27.10 0.60 0.44 5.00 0.25 0.14 0.39 27.15 0.60 0.44 5.00 0.2S 0.14 0.39 27.20 0.60 0.44 5.00 0.25 0.14 0.38 27.25 0.60 0.44 5.00 0.25 0.14 0.38 27.30 0.60 0.44 5.00 0.25 0.14 0.38 27.35 0.60 0.44 5.00 0.25 0.13 0.38 27.40 0.60 0.44 5.00 0.25 0.13 0.38 27.45 0.60 0.44 5.00 0.25 0.13 0.38 27.50 0.60 0.44 5.00 0.25 0.13 0.38 27.55 0.60 0.44 5.00 0.25 0.13 0.38 27.60 0.60 0.44 5.00 0.25 0.13 0.38 27.6S 0.60 0.44 5.00 0.25 0.13 0.37 27.70 0.60 0.44 5.00 0.25 0.13 0.37 27.75 0.60 0.44 5.00 0.25 0.13 0.37 27.80 0.60 0.44 S.00 0.25 0.12 0.37 27.85 0.60 0.44 5.00 0.25 0.12 0.37 27.90 0.60 0.44 5.00 0.25 0.12 0.37 27.95 0.60 0.44 5.00 0.25 0.12 0.37 28.00 0.60 0.44 5.00 0.25 0.12 0.37 28.05 0.60 0.44 5.00 0.25 0.12 0.37 28.10 0.60 0.44 5.00 0.25 0.12 0.37 28.15 0.60 0.44 5.00 0.2S 0.12 0.36 28.20 0.60 0.44 5.00 0.25 0.12 0.36 28.25 0.60 0.44 5.00 0.25 0.12 0.36 28.30 0.60 0.44 S.00 0.25 0.11 0.36 28.35 0.60 0.44 5.00 0.2S 0.11 0.36 28.40 0.60 0.44 5.00 0.2S 0.11 0.36 28.45 0.60 0.44 5.00 0.25 0.11 0.36 28.S0 0.60 0.44 5.00 0.25 0.11 0.36 28.55 0.60 0.44 5.00 0.25 0.11 0.36 28.60 0.60 0.44 5.00 0.25 0.11 0.36 28.65 0.60 0.44 5.00 0.25 0.11 0.36 28.70 0.60 0.44 5.00 0.2S 0.11 0.35 28.75 0.60 0.44 5.00 0.25 0.11 0.35 28.80 0.60 0.44 5.00 0.25 0.11 0.35 28.85 0.60 0.44 S.00 0.25 0.10 0.35 28.90 0.60 0.44 5.00 0.25 0.10 0.35 28.95 0.60 0.44 5.00 0.25 0.10 0.35 29.00 0.60 0.44 5.00 0.2S 0.10 0.35 29.05 0.60 0.44 5.00 0.25 0.10 0.35 29.10 0.60 0.44 5.00 0.25 0.10 0.35 29.15 0.60 0.44 5.00 0.25 0.10 0.35 29.20 0.60 0.44 5.00 0.25 0.10 0.34 29.25 0.60 0.44 5.00 0.2S 0.10 0.34 Page 12 BH-1 Liquefy.sum 29.30 0.60 0.44 5.00 0.25 0.10 0.34 29.35 0.60 0.44 5.00 0.25 0.10 0.34 29.40 0.60 0.44 5.00 0.2S 0.09 0.34 29.45 0.60 0.44 5.00 0.2S 0.09 0.34 29.50 0.60 0.44 5.00 0.25 0.09 0.34 29.55 0.60 0.44 5.00 0.25 0.09 0.34 29.60 0.60 0.44 5.00 0.2S 0.09 0.34 29.65 0.60 0.44 5.00 0.25 0.09 0.34 29.70 0.60 0.44 5.00 0.25 0.09 0.34 29.75 0.60 0.44 5.00 0.25 0.09 0.34 29.80 0.60 0.44 5.00 0.25 0.09 0.33 29.85 0.60 0.44 5.00 0.25 0.09 0.33 29.90 0.60 0.44 5.00 0.25 0.09 0.33 29.95 0.60 0.44 5.00 0.25 0.08 0.33 30.00 0.60 0.44 5.00 0.25 0.08 0.33 30.05 0.60 0.44 5.00 0.25 0.08 0.33 30.10 0.60 0.44 5.00 0.25 0.08 0.33 30.15 0.60 0.44 5.00 0.25 0.08 0.33 30.20 0.60 0.44 5.00 0.25 0.08 0.33 30.25 0.60 0.44 5.00 0.25 0.08 0.33 30.30 0.60 0.44 S.00 0.25 0.08 0.33 30.35 0.60 0.44 5.00 0.25 0.08 0.32 30.40 0.60 0.44 5.00 0.25 0.08 0.32 30.45 0.60 0.44 5.00 0.2S 0.08 0.32 30.50 0.60 0.44 5.00 0.25 0.08 0.32 30.5S 0.60 0.44 5.00 0.25 0.07 0.32 30.60 0.60 0.44 5.00 0.25 0.07 0.32 30.65 0.60 0.44 5.00 0.2S 0.07 0.32 30.70 0.60 0.44 5.00 0.25 0.07 0.32 30.75 0.60 0.44 5.00 0.25 0.07 0.32 30.80 0.60 0.44 S.00 0.25 0.07 0.32 30.85 0.60 0.44 5.00 0.25 0.07 0.32 30.90 0.60 0.44 5.00 0.25 0.07 0.32 30.9S 0.60 0.44 5.00 0.25 0.07 0.31 31.00 0.60 0.44 5.00 0.2S 0.07 0.31 31.05 0.59 0.44 S.00 0.2S 0.07 0.31 31.10 0.59 0.44 5.00 0.25 0.07 0.31 31.15 0.59 0.44 5.00 0.25 0.06 0.31 31.20 0.59 0.44 5.00 0.25 0.06 0.31 31.25 0.59 0.44 S.00 0.25 0.06 0.31 31.30 0.59 0.44 5.00 0.25 0.06 0.31 31.35 0.59 0.44 S.00 0.25 0.06 0.31 31.40 0.59 0.44 5.00 0.25 0.06 0.31 31.45 0.59 0.44 5.00 0.2S 0.06 0.31 31.S0 0.59 0.44 5.00 0.25 0.06 0.31 31.55 0.59 0.44 S.00 0.25 0.06 0.30 31.60 0.59 0.44 5.00 0.25 0.06 0.30 31.65 0.59 0.44 5.00 0.2S 0.06 0.30 31.70 0.59 0.44 5.00 0.25 0.06 0.30 31.7S 0.59 0.43 5.00 0.25 0.05 0.30 31.80 0.59 0.43 5.00 0.25 0.05 0.30 31.8S 0.59 0.43 5.00 0.25 0.05 0.30 31.90 0.59 0.43 5.00 0.25 0.05 0.30 31.95 0.59 0.43 5.00 0.2S 0.05 0.30 32.00 0.59 0.43 5.00 0.25 0.05 0.30 Page 13 BH-1 Liquefy.sum 32.05 0.59 0.43 5.00 0.25 0.05 0.30 32.10 0.59 0.43 5.00 0.25 0.05 0.30 32.15 0.59 0.43 S.00 0.25 0.05 0.29 32.20 0.S9 0.43 5.00 0.25 0.05 0.29 32.25 0.S9 0.43 S.00 0.25 0.05 0.29 32.30 O.S9 0.43 5.00 0.25 0.05 0.29 32.35 0.59 0.43 5.00 0.25 0.04 0.29 32.40 0.S9 0.43 5.00 0.25 0.04 0.29 32.45 0.59 0.43 S.00 0.25 0.04 0.29 32.S0 0.59 0.43 5.00 0.25 0.04 0.29 32.55 0.59 0.43 5.00 0.25 0.04 0.29 32.60 0.59 0.43 5.00 0.25 0.04 0.29 32.6S 0.59 0.43 5.00 0.25 0.04 0.29 32.70 0.59 0.43 S.00 0.2S 0.04 0.29 32.75 0.59 0.43 5.00 0.25 0.04 0.28 32.80 0.59 0.43 S.00 0.25 0.04 0.28 32.85 0.59 0.43 5.00 0.25 0.04 0.28 32.90 0.59 0.43 5.00 0.25 0.04 0.28 32.95 0.59 0.43 5.00 0.25 0.03 0.28 33.00 0.S9 0.43 5.00 0.25 0.03 0.28 33.05 0.59 0.43 5.00 0.25 0.03 0.28 33.10 0.59 0.43 5.00 0.25 0.03 0.28 33.15 0.59 0.43 5.00 0.25 0.03 0.28 33.20 0.59 0.43 5.00 0.25 0.03 0.28 33.25 0.59 0.43 5.00 0.25 0.03 0.28 33.30 0.S9 0.43 S.00 0.25 0.03 0.28 33.3S 0.59 0.43 5.00 0.25 0.03 0.27 33.40 0.59 0.43 5.00 0.25 0.03 0.27 33.45 0.59 0.43 5.00 0.2S 0.03 0.27 33.50 0.59 0.43 5.00 0.25 0.03 0.27 33.S5 0.59 0.43 5.00 0.25 0.02 0.27 33.60 0.59 0.43 S.00 0.25 0.02 0.27 33.65 0.59 0.43 5.00 0.25 0.02 0.27 33.70 O.S9 0.43 5.00 0.25 0.02 0.27 33.75 0.59 0.43 S.00 0.25 0.02 0.27 33.80 0.59 0.43 5.00 0.25 0.02 0.27 33.85 0.59 0.43 5.00 0.25 0.02 0.27 33.90 0.59 0.43 5.00 0.2S 0.02 0.27 33.95 0.59 0.43 5.00 0.25 0.02 0.26 34.00 0.59 0.43 S.00 0.25 0.02 0.26 34.05 0.59 0.43 5.00 0.25 0.02 0.26 34.10 0.59 0.43 5.00 0.25 0.02 0.26 34.15 0.59 0.43 5.00 0.25 0.01 0.26 34.20 0.59 0.43 S.00 0.25 0.01 0.26 34.25 0.59 0.43 S.00 0.25 0.01 0.26 34.30 0.59 0.42 5.00 0.25 0.01 0.26 34.3S 0.59 0.42 S.00 0.25 0.01 0.26 34.40 0.59 0.42 5.00 0.25 0.01 0.26 34.45 0.59 0.42 S.00 0.25 0.01 0.26 34.50 0.59 0.42 5.00 0.25 0.01 0.26 34.55 0.59 0.42 5.00 0.25 0.01 0.26 34.60 0.58 0.42 5.00 0.25 0.01 0.25 34.65 0.58 0.42 5.00 0.25 0.01 0.25 34.70 0.58 0.42 5.00 0.25 0.01 0.25 34.75 0.58 0.42 5.00 0.25 0.00 0.25 Page 14 BH-1 Liquefy.sum 34.80 0.58 0.42 5.00 0.2S 0.00 0.25 34.85 0.58 0.42 5.00 0.25 0.00 0.25 34.90 0.58 0.42 S.00 0.25 0.00 0.25 34.95 0.58 0.42 5.00 0.25 0.00 0.25 3S.00 0.S8 0.42 S.00 0.25 0.00 0.25 35.05 0.58 0.42 1.38 0.2S 0.00 0.25 35.10 0.58 0.42 1.38 0.25 0.00 0.25 35.15 0.58 0.42 1.38 0.25 0.00 0.2S 35.20 0.58 0.42 1.38 0.25 0.00 0.25 35.25 0.58 0.42 1.38 0.25 0.00 0.25 35.30 0.58 0.42 1.38 0.25 0.00 0.25 35.35 0.58 0.42 1.38 0.2S 0.00 0.25 35.40 0.58 0.42 1.38 0.25 0.00 0.25 35.45 0.58 0.42 1.38 0.25 0.00 0.25 35.50 0.58 0.42 1.38 0.25 0.00 0.25 35.55 0.58 0.42 1.37 0.25 0.00 0.25 3S.60 0.58 0.42 1.37 0.25 0.00 0.25 35.65 0.58 0.42 1.37 0.25 0.00 0.25 35.70 0.58 0.42 1.37 0.25 0.00 0.25 35.75 0.58 0.42 1.37 0.25 0.00 0.25 35.80 0.58 0.42 1.37 0.25 0.00 0.25 35.8S O.S8 0.42 1.37 0.25 0.00 0.25 35.90 0.58 0.42 1.37 0.25 0.00 0.25 35.95 0.58 0.42 1.37 0.25 0.00 0.25 36.00 0.58 0.42 1.37 0.25 0.00 0.25 36.05 0.S8 0.42 1.37 0.25 0.00 0.25 36.10 0.58 0.43 1.37 0.2S 0.00 0.2S 36.15 0.58 0.43 1.37 0.25 0.00 0.25 36.20 0.58 0.43 1.36 0.25 0.00 0.25 36.25 0.58 0.43 1.36 0.25 0.00 0.25 36.30 0.58 0.43 1.36 0.25 0.00 0.25 36.35 0.58 0.43 1.36 0.25 0.00 0.25 36.40 0.58 0.43 1.36 0.25 0.00 0.25 36.45 0.58 0.43 1.36 0.25 0.00 0.25 36.50 0.58 0.43 1.36 0.25 0.00 0.2S 36.55 0.58 0.43 1.36 0.25 0.00 0.25 36.60 0.58 0.43 1.36 0.25 0.00 0.2S 36.65 0.58 0.43 1.36 0.25 0.00 0.25 36.70 0.58 0.43 1.36 0.25 0.00 0.25 36.75 0.58 0.43 1.36 0.25 0.00 0.25 36.80 0.58 0.43 1.36 0.25 0.00 0.25 36.85 0.58 0.43 1.35 0.25 0.00 0.25 36.90 0.58 0.43 1.35 0.25 0.00 0.25 36.95 0.58 0.43 1.35 0.25 0.00 0.25 37.00 0.58 0.43 1.35 0.2S 0.00 0.25 37.05 0.58 0.43 1.35 0.25 0.00 0.25 37.10 0.58 0.43 1.35 0.25 0.00 0.25 37.15 0.58 0.43 1.35 0.25 0.00 0.25 37.20 0.58 0.43 1.35 0.2S 0.00 0.25 37.25 0.58 0.43 1.35 0.25 0.00 0.25 37.30 0.58 0.43 1.35 0.25 0.00 0.25 37.35 0.58 0.43 1.3S 0.25 0.00 0.25 37.40 0.58 0.43 1.35 0.25 0.00 0.25 37.45 O.S8 0.43 1.3S 0.25 0.00 0.25 37.50 0.58 0.43 1.35 0.25 0.00 0.25 Page 15 BH-1 Liquefy.sum 37.55 0.58 0.43 1.34 0.25 0.00 0.25 37.60 O.S8 0.43 1.34 0.25 0.00 0.25 37.65 0.58 0.43 1.34 0.25 0.00 0.25 37.70 0.58 0.43 1.34 0.25 0.00 0.25 37.75 0.58 0.43 1.34 0.25 0.00 0.25 37.80 0.S8 0.43 1.34 0.25 0.00 0.25 37.85 0.58 0.43 1.34 0.25 0.00 0.25 37.90 0.58 0.43 1.34 0.25 0.00 0.25 37.95 0.58 0.43 1.34 0.25 0.00 0.25 38.00 0.58 0.43 1.34 0.25 0.00 0.25 38.05 0.58 0.43 1.34 0.25 0.00 0.25 38.10 0.57 0.43 1.34 0.25 0.00 0.25 38.15 0.57 0.43 1.34 0.25 0.00 0.25 38.20 0.57 0.43 1.34 0.25 0.00 0.25 38.25 0.57 0.43 1.34 0.2S 0.00 0.25 38.30 0.57 0.43 1.33 0.25 0.00 0.25 38.35 0.57 0.43 1.33 0.25 0.00 0.2S 38.40 0.57 0.43 1.33 0.25 0.00 0.25 38.45 0.57 0.43 1.33 0.25 0.00 0.25 38.50 0.57 0.43 1.33 0.25 0.00 0.25 38.55 0.57 0.43 1.33 0.25 0.00 0.25 38.60 0.57 0.43 1.33 0.25 0.00 0.25 38.65 0.57 0.43 1.33 0.25 0.00 0.25 38.70 0.57 0.43 1.33 0.25 0.00 0.2S 38.75 0.57 0.43 1.33 0.25 0.00 0.25 38.80 0.S7 0.43 1.33 0.25 0.00 0.25 38.85 0.57 0.43 1.33 0.25 0.00 0.25 38.90 0.57 0.43 1.33 0.25 0.00 0.25 38.95 0.57 0.43 1.33 0.25 0.00 0.25 39.00 0.57 0.43 1.33 0.25 0.00 0.25 39.05 0.57 0.43 1.32 0.2S 0.00 0.2S 39.10 0.57 0.43 1.32 0.25 0.00 0.25 39.15 0.57 0.43 1.32 0.25 0.00 0.25 39.20 0.57 0.43 1.32 0.25 0.00 0.25 39.25 0.57 0.43 1.32 0.25 0.00 0.25 39.30 0.57 0.43 1.32 0.25 0.00 0.25 39.35 0.57 0.43 1.32 0.25 0.00 0.25 39.40 0.57 0.43 1.32 0.24 0.00 0.24 39.45 0.57 0.43 1.32 0.24 0.00 0.24 39.50 0.S7 0.43 1.32 0.24 0.00 0.24 39.SS 0.57 0.43 1.32 0.24 0.00 0.24 39.60 0.S7 0.43 1.32 0.24 0.00 0.24 39.65 0.57 0.43 1.32 0.24 0.00 0.24 39.70 0.57 0.43 1.32 0.24 0.00 0.24 39.7S 0.57 0.43 1.32 0.24 0.00 0.24 39.80 O.S7 0.43 1.32 0.24 0.00 0.24 39.85 0.57 0.43 1.32 0.24 0.00 0.24 39.90 0.57 0.43 1.31 0.24 0.00 0.24 39.95 0.57 0.43 1.31 0.24 0.00 0.24 40.00 0.57 0.43 1.31 0.24 0.00 0.24 40.05 0.57 0.43 1.31 0.23 0.00 0.23 40.10 0.57 0.43 1.31 0.23 0.00 0.23 40.15 0.57 0.43 1.31 0.23 0.00 0.23 40.20 0.57 0.43 1.31 0.23 0.00 0.23 40.2S 0.57 0.43 1.31 0.23 0.00 0.23 Page 16 BH-1 Liquefy.sum 40.30 0.57 0.43 1.31 0.23 0.00 0.23 40.35 0.57 0.43 1.31 0.23 0.00 0.23 40.40 0.57 0.43 1.31 0.23 0.00 0.23 40.45 O.S7 0.43 1.31 0.23 0.00 0.23 40.SO 0.57 0.43 1.31 0.23 0.00 0.23 40.55 0.57 0.43 1.31 0.23 0.00 0.23 40.60 0.57 0.43 1.31 0.23 0.00 0.23 40.65 0.57 0.43 1.31 0.22 0.00 0.22 40.70 0.57 0.43 1.31 0.22 0.00 0.22 40.75 0.57 0.43 1.31 0.22 0.00 0.22 40.80 0.57 0.44 1.30 0.22 0.00 0.22 40.8S 0.S7 0.44 1.30 0.22 0.00 0.22 40.90 0.57 0.44 1.30 0.22 0.00 0.22 40.95 0.57 0.44 1.30 0.22 0.00 0.22 41.00 0.57 0.44 1.30 0.22 0.00 0.22 41.05 0.57 0.44 1.30 0.22 0.00 0.22 41.10 0.S7 0.44 1.30 0.22 0.00 0.22 41.15 0.57 0.44 1.30 0.22 0.00 0.22 41.20 0.57 0.44 1.30 0.22 0.00 0.22 41.2S 0.57 0.44 1.30 0.21 0.00 0.21 41.30 0.57 0.44 1.30 0.21 0.00 0.21 41.35 0.57 0.44 1.30 0.21 0.00 0.21 41.40 0.57 0.44 1.30 0.21 0.00 0.21 41.45 0.57 0.44 1.30 0.21 0.00 0.21 41.50 0.57 0.44 1.30 0.21 0.00 0.21 41.55 0.57 0.44 1.30 0.21 0.00 0.21 41.60 0.57 0.44 1.30 0.21 0.00 0.21 41.65 0.57 0.44 1.30 0.21 0.00 0.21 41.70 0.56 0.44 1.30 0.21 0.00 0.21 41.75 0.56 0.44 1.29 0.21 0.00 0.21 41.80 0.56 0.44 1.29 0.21 0.00 0.21 41.85 0.56 0.44 1.29 0.20 0.00 0.20 41.90 0.56 0.44 1.29 0.20 0.00 0.20 41.95 0.56 0.44 1.29 0.20 0.00 0.20 42.00 0.56 0.44 1.29 0.20 0.00 0.20 42.05 0.56 0.44 1.29 0.20 0.00 0.20 42.10 0.56 0.44 1.29 0.20 0.00 0.20 42.15 0.56 0.44 1.29 0.20 0.00 0.20 42.20 0.56 0.44 1.29 0.20 0.00 0.20 42.25 0.56 0.44 1.29 0.20 0.00 0.20 42.30 0.56 0.44 1.29 0.20 0.00 0.20 42.35 0.56 0.44 1.29 0.20 0.00 0.20 42.40 0.56 0.44 1.29 0.20 0.00 0.20 42.45 0.56 0.44 1.29 0.19 0.00 0.19 42.50 0.56 0.44 1.29 0.19 0.00 0.19 42.55 0.56 0.44 1.29 0.19 0.00 0.19 42.60 0. S6 0.44 1.29 0.19 0.00 0.19 42.65 0.56 0.44 1.29 0.19 0.00 0.19 42.70 O.S6 0.44 1.29 0.19 0.00 0.19 42.75 0.56 0.44 1.28 0.19 0.00 0.19 42.80 0.56 0.44 1.28 0.19 0.00 0.19 42.8S 0.56 0.44 1.28 0.19 0.00 0.19 42.90 0.56 0.44 1.28 0.19 0.00 0.19 42.95 0.56 0.44 1.28 0.19 0.00 0.19 43.00 0.56 0.44 1.28 0.19 0.00 0.19 Page 17 BH-1 Liquefy.sum 43.05 0.S6 0.44 1.28 0.19 0.00 0.19 43.10 0.56 0.44 1.28 0.18 0.00 0.18 43.15 O.S6 0.44 1.28 0.18 0.00 0.18 43.20 0.56 0.44 1.28 0.18 0.00 0.18 43.25 0.56 0.44 1.28 0.18 0.00 0.18 43.30 0.56 0.44 1.28 0.18 0.00 0.18 43.35 0.56 0.44 1.28 0.18 0.00 0.18 43.40 0.56 0.44 1.28 0.18 0.00 0.18 43.45 0.56 0.44 1.28 0.18 0.00 0.18 43.50 0.56 0.44 1.28 0.18 0.00 0.18 43.SS O.S6 0.44 1.28 0.18 0.00 0.18 43.60 0.56 0.44 1.28 0.18 0.00 0.18 43.6S 0.56 0.44 1.28 0.18 0.00 0.18 43.70 0.56 0.44 1.28 0.17 0.00 0.17 43.75 0.S6 0.44 1.28 0.17 0.00 0.17 43.80 0.56 0.44 1.28 0.17 0.00 0.17 43.85 0.56 0.44 1.27 0.17 0.00 0.17 43.90 0.56 0.44 1.27 0.17 0.00 0.17 43.95 0.56 0.44 1.27 0.17 0.00 0.17 44.00 0.56 0.44 1.27 0.17 0.00 0.17 44.05 0.56 0.44 1.27 0.17 0.00 0.17 44.10 0.S6 0.44 1.27 0.17 0.00 0.17 44.15 0.56 0.44 1.27 0.17 0.00 0.17 44.20 0.56 0.44 1.27 0.17 0.00 0.17 44.25 0.56 0.44 1.27 0.17 0.00 0.17 44.30 0.56 0.44 1.27 0.16 0.00 0.16 44.35 0.56 0.44 1.27 0.16 0.00 0.16 44.40 0.56 0.44 1.27 0.16 0.00 0.16 44.45 0.56 0.44 1.27 0.16 0.00 0.16 44.50 0.56 0.44 1.27 0.16 0.00 0.16 44.55 0.56 0.44 1.27 0.16 0.00 0.16 44.60 0.56 0.44 1.27 0.16 0.00 0.16 44.65 0.56 0.44 1.27 0.16 0.00 0.16 44.70 0.56 0.44 1.27 0.16 0.00 0.16 44.75 0.56 0.44 1.27 0.16 0.00 0.16 44.80 0.56 0.44 1.27 0.16 0.00 0.16 44.85 0.56 0.44 1.27 0.16 0.00 0.16 44.90 0.56 0.44 1.27 0.15 0.00 0.15 44.95 0.56 0.44 1.27 0.15 0.00 0.15 45.00 0.56 0.44 1.27 0.15 0.00 0.15 4S.05 0.56 0.44 1.26 0.15 0.00 0.15 4S.10 0.56 0.44 1.26 0.15 0.00 0.15 4S.15 0.S6 0.44 1.26 0.15 0.00 0.15 45.20 0.56 0.44 1.26 0.15 0.00 0.15 45.2S 0.55 0.44 1.26 0.15 0.00 0.15 45.30 0.55 0.44 1.26 0.15 0.00 OAS 4S.35 0.55 0.44 1.26 0.15 0.00 OAS 45.40 0.55 0.44 1.26 0.15 0.00 0.15 45.45 0.55 0.44 1.26 0.15 0.00 OAS 45.50 0.55 0.44 1.26 0.14 0.00 0.14 45.55 0.55 0.44 1.26 0.14 0.00 0.14 45.60 0.55 0.44 1.26 0.14 0.00 0.14 45.65 0.55 0.44 1.26 0.14 0.00 0.14 45.70 0.55 0.44 1.26 0.14 0.00 0.14 45.75 0.55 0.44 1.26 0.14 0.00 0.14 Page 18 BH-1 Liquefy.sum 45.80 0.55 0.44 1.26 0.14 0.00 0.14 45.85 0.55 0.44 1.26 0.14 0.00 0.14 45.90 0.55 0.44 1.26 0.14 0.00 0.14 4S.95 0.5S 0.44 1.26 0.14 0.00 0.14 46.00 0.55 0.44 1.26 0.14 0.00 0.14 46.05 0.55 0.44 1.26 0.13 0.00 0.13 46.10 0.55 0.44 1.26 0.13 0.00 0.13 46.15 0.5S 0.44 1.26 0.13 0.00 0.13 46.20 0.55 0.44 1.26 0.13 0.00 0.13 46.25 0.S5 0.44 1.26 0.13 0.00 0.13 46.30 0.55 0.44 1.26 0.13 0.00 0.13 46.35 0.S5 0.44 1.26 0.13 0.00 0.13 46.40 0.55 0.44 1.26 0.13 0.00 0.13 46.45 0.55 0.44 1.2S 0.13 0.00 0.13 46.50 0.55 0.44 1.25 0.13 0.00 0.13 46.5S 0.55 0.44 1.25 0.12 0.00 0.12 46.60 0.55 0.44 1.25 0.12 0.00 0.12 46.65 0.5 5 0.44 1.25 0.12 0.00 0.12 46.70 0.5 S 0.44 1.25 0.12 0.00 0.12 46.75 0.55 0.44 1.25 0.12 0.00 0.12 46.80 0.55 0.44 1.25 0.12 0.00 0.12 46.85 0.55 0.44 1.25 0.12 0.00 0.12 46.90 0.55 0.44 1.25 0.12 0.00 0.12 46.95 0.55 0.44 1.25 0.12 0.00 0.12 47.00 0.55 0.44 1.25 0.12 0.00 0.12 47.0S 0.55 0.44 1.25 0.11 0.00 0.11 47.10 0.55 0.44 1.25 0.11 0.00 0.11 47.15 0.55 0.44 1.2S 0.11 0.00 0.11 47.20 0.55 0.44 1.25 0.11 0.00 0.11 47.25 0.55 0.44 1.25 0.11 0.00 0.11 47.30 0.S5 0.44 1.25 0.11 0.00 0.11 47.35 0.55 0.44 1.25 0.11 0.00 0.11 47.40 0.55 0.44 1.25 0.11 0.00 0.11 47.45 0.55 0.44 1.25 0.11 0.00 0.11 47.50 0.55 0.44 1.25 0.11 0.00 0.11 47.S5 0.55 0.44 1.2S 0.10 0.00 0.10 47.60 0.55 0.44 1.25 0.10 0.00 0.10 47.65 0.55 0.44 1.2S 0.10 0.00 0.10 47.70 0.55 0.44 1.25 0.10 0.00 0.10 47.7S 0.55 0.44 1.25 0.10 0.00 0.10 47.80 0.55 0.44 1.25 0.10 0.00 0.10 47.85 0.55 0.44 1.25 0.10 0.00 0.10 47.90 O.SS 0.44 1.25 0.10 0.00 0.10 47.9S 0.55 0.44 1.25 0.10 0.00 0.10 48.00 0.55 0.44 1.24 0.09 0.00 0.09 48.05 0.55 0.44 1.24 0.09 0.00 0.09 48.10 0.55 0.44 1.24 0.09 0.00 0.09 48.15 0.55 0.44 1.24 0.09 0.00 0.09 48.20 0.55 0.44 1.24 0.09 0.00 0.09 48.25 0.55 0.44 1.24 0.09 0.00 0.09 48.30 0.55 0.44 1.24 0.09 0.00 0.09 48.35 0.55 0.44 1.24 0.09 0.00 0.09 48.40 0.55 0.44 1.24 0.09 0.00 0.09 48.45 0.55 0.44 1.24 0.08 0.00 0.08 48.50 0.55 0.44 1.24 0.08 0.00 0.08 Page 19 BH-1 Liquefy.sum 48.55 0.55 0.44 1.24 0.08 0.00 0.08 48.60 0.55 0.44 1.24 0.08 0.00 0.08 48.65 0.55 0.44 1.24 0.08 0.00 0.08 48.70 0.5 5 0.44 1.24 0.08 0.00 0.08 48.75 0.55 0.44 1.24 0.08 0.00 0.08 48.80 0.54 0.44 1.24 0.08 0.00 0.08 48.85 0.54 0.44 1.24 0.07 0.00 0.07 48.90 0.54 0.44 1.24 0.07 0.00 0.07 48.95 0.54 0.44 1.24 0.07 0.00 0.07 49.00 0.54 0.44 1.24 0.07 0.00 0.07 49.0S 0.54 0.44 1.24 0.07 0.00 0.07 49.10 0.54 0.44 1.24 0.07 0.00 0.07 49.1 S 0.54 0.44 1.24 0.07 0.00 0.07 49.20 0.54 0.44 1.24 0.07 0.00 0.07 49.2 5 0.54 0.44 1.24 0.06 0.00 0.06 49.30 0.54 0.44 1.22 0.06 0.00 0.06 49.35 0.53 0.44 1.20 0.06 0.00 0.06 49.40 0.52 0.44 1.19 0.06 0.00 0.06 49.45 0.52 0.44 1.17 0.06 0.00 0.06 49.50 0. S 1 0.44 1.16 0.06 0.00 0.06 49.S5 0.50 0.44 1.15 0.06 0.00 0.06 49.60 0.50 0.44 1.14 0.05 0.00 0.05 49.65 0.50 0.44 1.13 0.05 0.00 0.05 49.70 0.49 0.44 1.12 0.05 0.00 0.05 49.75 0.49 0.44 1.11 0.05 0.00 0.05 49.80 0.48 0.44 1.10 0.05 0.00 0.05 49.85 0.48 0.44 1.10 0.05 0.00 0.05 49.90 0.48 0.44 1.09 0.04 0.00 0.04 49.95 0.47 0.44 1.08 0.04 0.00 0.04 50.00 0.47 0.44 1.07 0.04 0.00 0.04 50.05 0.47 0.44 1.07 0.04 0.00 0.04 50.10 0.47 0.44 1.07 0.04 0.00 0.04 50.15 0.47 0.44 1.07 0.03 0.00 0.03 50.20 0.47 0.44 1.07 0.03 0.00 0.03 50.25 0.47 0.44 1.06 0.03 0.00 0.03 50.30 0.47 0.44 1.06 0.03 0.00 0.03 50.35 0.46 0.44 1.06 0.03 0.00 0.03 50.40 0.46 0.44 1.06 0.02 0.00 0.02 50.45 0.46 0.44 1.05 0.02 0.00 0.02 50.S0 0.46 0.44 1.05 0.02 0.00 0.02 50.55 0.46 0.44 1.05 0.02 0.00 0.02 50.60 0.46 0.44 1.05 0.02 0.00 0.02 50.65 0.46 0.44 1.05 0.01 0.00 0.01 50.70 0.46 0.44 1.05 0.01 0.00 0.01 50.75 0.46 0.44 1.04 0.01 0.00 0.01 S0.80 0.46 0.44 1.04 0.01 0.00 0.01 S0.85 0.46 0.44 1.04 0.01 0.00 0.01 50.90 0.45 0.44 1.04 0.00 0.00 0.00 50.95 0.45 0.44 1.04 0.00 0.00 0.00 51.00 0.45 0.44 1.03 0.00 0.00 0.00 * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Page 20 BH-1 Liquefy.sum Settlement = in. --------------------------- -------------------------------------------------- I atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S-sat Settlement from saturated sands S-dry Settlement from Unsaturated Sands S-all Total Settlement from Saturated and Unsaturated Sands NoLiq No -Liquefy Soils Page 21 SEISMIC SETTLEMENT ANALYSIS 544-14059 Hole No.-BH-4 Water Depth-35 ft Surface Elev.=25 Ft Shear Stress Ratio rnt 0 0 I I to 20 30 50 1 fs1=1.30 o _ CRR CSR isi L Shaded Zone has Liquefaction Potential U3 _ 3 3 ® Sladden Engineering Silver Rock Resort Magnitude-7.0 Acceleration-0.562g Factor of Safety Settlement 1 0 1 5 0 (in.) 10 S = 2.21 in. Saturated Unsaturat. Plate A-1 BH-4 Liquefy.sum LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software www.civiltech.com Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , 1/10/2017 8:03:21 AM Input File Name: F:\Liquefy5\Silver Rock Resort BH-4.liq Title: 544-14059 Subtitle: Silver Rock Resort Surface Elev.=25 Ft Hole No.=BH-4 Depth of Hole= 51.00 ft Water Table during Earthquake= 35.00 ft Water Table during In -Situ Testing= 52.00 ft Max. Acceleration= 0.56 g Earthquake Magnitude= 7.00 Input Data: Surface Elev.=25 Ft Hole No.=BH-4 Depth of Hole=51.00 ft Water Table during Earthquake= 35.00 ft Water Table during In -Situ Testing= S2.00 ft Max. Acceleration=0.56 g Earthquake Magnitude=7.00 No -Liquefiable Soils: Based on Analysis 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Tokimatsu, M-correction 3. Fines Correction for Liquefaction: Modify Stark/Olson 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1.25 7. Borehole Diameter, Cb= 1 8. Sampling Method, Cs= 1 9. User request factor of safety (apply to CSR) , User= 1.3 Plot one CSR curve (fsl=User) 10. Use Curve Smoothing: Yes* * Recommended Options In -Situ Test Data: Depth SPT gamma Fines ft pcf % ------------------------------------ 0.00 26.00 101.00 NoLiq 5.00 26.00 101.00 NoLiq 10.00 17.33 101.00 44.30 15.00 15.00 101.00 12.80 Page 1 BH-4 Liquefy.sum 20.00 16.00 103.00 35.20 25.00 21.00 103.00 NoLiq 30.00 21.33 104.40 17.10 35.00 14.00 104.40 4.60 40.00 14.67 111.50 NoLiq 45.00 22.00 111.50 30.00 50.00 ---------------------------- 14.00 105.50 NoLiq ------- Output Results: Settlement of Saturated Sands=1.16 in. Settlement of Unsaturated Sands=1.05 in. Total Settlement of Saturated and Unsaturated Sands=2.21 in. Differential Settlement=1.103 to 1.457 in. Depth CRRm CSRfs F.S. S-sat. S-dry S-all ft in. in. in. --- -------------------------------------------------- 0.00 2.00 0.47 5.00 1.16 1.05 2.21 0.05 2.00 0.47 5.00 1.16 1.05 2.21 0.10 2.00 0.47 5.00 1.16 1.05 2.21 0.15 2.00 0.47 5.00 1.16 1.05 2.21 0.20 2.00 0.47 5.00 1.16 1.05 2.21 0.25 2.00 0.47 5.00 1.16 LOS 2.21 0.30 2.00 0.47 5.00 1.16 1.05 2.21 0.35 2.00 0.47 5.00 1.16 1.05 2.21 0.40 2.00 0.47 5.00 1.16 1.05 2.21 0.45 2.00 0.47 5.00 1.16 1.05 2.21 0.50 2.00 0.47 5.00 1.16 1.05 2.21 0.55 2.00 0.47 5.00 1.16 1.05 2.21 0.60 2.00 0.47 5.00 1.16 1.05 2.21 0.65 2.00 0.47 5.00 1.16 1.05 2.21 0.70 2.00 0.47 5.00 1.16 1.05 2.21 0.75 2.00 0.47 5.00 1.16 1.05 2.21 0.80 2.00 0.47 5.00 1.16 1.05 2.21 0.85 2.00 0.47 5.00 1.16 1.05 2.21 0.90 2.00 0.47 5.00 1.16 1.05 2.21 0.95 2.00 0.47 5.00 1.16 1.05 2.21 1.00 2.00 0.47 5.00 1.16 1.05 2.21 1.05 2.00 0.47 5.00 1.16 1.05 2.21 1.10 2.00 0.47 5.00 1.16 1.05 2.21 1.15 2.00 0.47 5.00 1.16 1.05 2.21 1.20 2.00 0.47 5.00 1.16 1.05 2.21 1.25 2.00 0.47 5.00 1.16 1.05 2.21 1.30 2.00 0.47 5.00 1.16 1.05 2.21 1.35 2.00 0.47 5.00 1.16 1.05 2.21 1.40 2.00 0.47 5.00 1.16 1.05 2.21 1.45 2.00 0.47 5.00 1.16 1.05 2.21 1.50 2.00 0.47 5.00 1.16 1.05 2.21 1.55 2.00 0.47 5.00 1.16 1.05 2.21 1.60 2.00 0.47 5.00 1.16 1.05 2.21 1.65 2.00 0.47 5.00 1.16 1.05 2.21 1.70 2.00 0.47 5.00 1.16 1.05 2.21 1.75 2.00 0.47 5.00 1.16 1.05 2.21 1.80 2.00 0.47 5.00 1.16 1.05 2.21 Page 2 BH-4 Liquefy.sum 1.85 2.00 0.47 S.00 1.16 LOS 2.21 1.90 2.00 0.47 5.00 1.16 1.05 2.21 1.95 2.00 0.47 S.00 1.16 1.05 2.21 2.00 2.00 0.47 5.00 1.16 1.05 2.21 2.OS 2.00 0.47 5.00 1.16 LOS 2.21 2.10 2.00 0.47 5.00 1.16 1.05 2.21 2.1 S 2.00 0.47 5.00 1.16 1.05 2.21 2.20 2.00 0.47 5.00 1.16 1.05 2.21 2.25 2.00 0.47 5.00 1.16 1.05 2.21 2.30 2.00 0.47 5.00 1.16 1.05 2.21 2.35 2.00 0.47 5.00 1.16 1.05 2.21 2.40 2.00 0.47 5.00 1.16 LOS 2.21 2.4S 2.00 0.47 5.00 1.16 1.05 2.21 2.50 2.00 0.47 5.00 1.16 1.05 2.21 2.55 2.00 0.47 5.00 1.16 LOS 2.21 2.60 2.00 0.47 5.00 1.16 1.05 2.21 2.6S 2.00 0.47 5.00 1.16 LOS 2.21 2.70 2.00 0.47 5.00 1.16 1.05 2.21 2.75 2.00 0.47 5.00 1.16 LOS 2.21 2.80 2.00 0.47 5.00 1.16 1.05 2.21 2.85 2.00 0.47 S.00 1.16 1.05 2.21 2.90 2.00 0.47 S.00 1.16 LOS 2.21 2.95 2.00 0.47 5.00 1.16 1.05 2.21 3.00 2.00 0.47 5.00 1.16 1.05 2.21 3.05 2.00 0.47 5.00 1.16 LOS 2.21 3.10 2.00 0.47 S.00 1.16 1.05 2.21 3.15 2.00 0.47 5.00 1.16 1.05 2.21 3.20 2.00 0.47 5.00 1.16 1.05 2.21 3.25 2.00 0.47 S.00 1.16 1.05 2.21 3.30 2.00 0.47 5.00 1.16 1.05 2.21 3.35 2.00 0.47 5.00 1.16 1.05 2.21 3.40 2.00 0.47 5.00 1.16 LOS 2.21 3.4S 2.00 0.47 5.00 1.16 1.05 2.21 3.50 2.00 0.47 5.00 1.16 1.05 2.21 3.55 2.00 0.47 S.00 1.16 1.05 2.21 3.60 2.00 0.47 5.00 1.16 1.05 2.21 3.65 2.00 0.47 S.00 1.16 1.05 2.21 3.70 2.00 0.47 5.00 1.16 LOS 2.21 3.75 2.00 0.47 5.00 1.16 1.05 2.21 3.80 2.00 0.47 5.00 1.16 LOS 2.21 3.8S 2.00 0.47 5.00 1.16 1.05 2.21 3.90 2.00 0.47 5.00 1.16 1.05 2.21 3.95 2.00 0.47 5.00 1.16 1.05 2.21 4.00 2.00 0.47 5.00 1.16 LOS 2.21 4.OS 2.00 0.47 S.00 1.16 1.05 2.21 4.10 2.00 0.47 5.00 1.16 LOS 2.21 4.1 S 2.00 0.47 5.00 1.16 1.05 2.21 4.20 2.00 0.47 5.00 1.16 1.05 2.21 4.25 2.00 0.47 5.00 1.16 1.05 2.21 4.30 2.00 0.47 5.00 1.16 1.05 2.21 4.35 2.00 0.47 5.00 1.16 1.05 2.21 4.40 2.00 0.47 5.00 1.16 1.05 2.21 4.45 2.00 0.47 5.00 1.16 LOS 2.21 4.50 2.00 0.47 5.00 1.16 LOS 2.21 4.55 2.00 0.47 5.00 1.16 1.05 2.21 Page 3 BH-4 Liquefy.sum 4.60 2.00 0.47 5.00 1.16 1.05 2.21 4.65 2.00 0.47 5.00 1.16 1.05 2.21 4.70 2.00 0.47 5.00 1.16 1.05 2.21 4.75 2.00 0.47 5.00 1.16 1.05 2.21 4.80 2.00 0.47 5.00 1.16 1.05 2.21 4.85 2.00 0.47 5.00 1.16 1.05 2.21 4.90 2.00 0.47 5.00 1.16 1.05 2.21 4.95 2.00 0.47 S.00 1.16 1.05 2.21 5.00 0.60 0.47 5.00 1.16 1.05 2.21 5.05 0.60 0.47 S.00 1.16 1.05 2.21 5.10 0.60 0.47 5.00 1.16 1.05 2.21 5.15 0.60 0.47 5.00 1.16 LOS 2.21 S.20 0.60 0.47 S.00 1.16 1.05 2.21 5.25 0.60 0.47 S.00 1.16 1.0S 2.21 S.30 0.60 0.47 5.00 1.16 1.05 2.21 S.35 0.60 0.47 5.00 1.16 1.05 2.21 5.40 0.60 0.47 5.00 1.16 1.05 2.21 SAS 0.60 0.47 S.00 1.16 1.05 2.21 S.50 0.60 0.47 5.00 1.16 1.05 2.21 S.55 0.60 0.47 S.00 1.16 1.05 2.21 5.60 0.60 0.47 5.00 1.16 1.05 2.21 5.65 0.60 0.47 S.00 1.16 1.05 2.21 S.70 0.60 0.47 5.00 1.16 1.05 2.21 S.7S 0.60 0.47 5.00 1.16 LOS 2.21 5.80 0.60 0.47 5.00 1.16 1.05 2.21 5.85 0.60 0.47 5.00 1.16 1.04 2.21 5.90 0.60 0.47 5.00 1.16 1.04 2.21 5.95 0.60 0.47 5.00 1.16 1.04 2.21 6.00 0.60 0.47 5.00 1.16 1.04 2.20 6.05 0.60 0.47 5.00 1.16 1.04 2.20 6.10 0.60 0.47 5.00 1.16 1.04 2.20 6.15 0.60 0.47 S.00 1.16 1.04 2.20 6.20 0.60 0.47 S.00 1.16 1.04 2.20 6.25 0.60 0.47 5.00 1.16 1.04 2.20 6.30 0.60 0.47 5.00 1.16 1.04 2.20 6.3S 0.60 0.47 S.00 1.16 1.04 2.20 6.40 0.60 0.47 5.00 1.16 1.04 2.20 6.4S 0.60 0.47 S.00 1.16 1.04 2.20 6.50 0.60 0.47 5.00 1.16 1.04 2.20 6.5S 0.60 0.47 5.00 1.16 1.04 2.20 6.60 0.60 0.47 5.00 1.16 1.04 2.20 6.65 0.60 0.47 S.00 1.16 1.04 2.20 6.70 0.60 0.47 5.00 1.16 1.04 2.20 6.75 0.60 0.47 S.00 1.16 1.04 2.20 6.80 0.60 0.47 5.00 1.16 1.04 2.20 6.85 0.60 0.47 5.00 1.16 1.04 2.20 6.90 0.60 0.47 5.00 1.16 1.04 2.20 6.95 0.60 0.47 S.00 1.16 1.04 2.20 7.00 0.60 0.47 S.00 1.16 1.04 2.20 7.0S 0.60 0.47 5.00 1.16 1.04 2.20 7.10 0.60 0.47 S.00 1.16 1.04 2.20 7.15 0.60 0.47 S.00 1.16 1.04 2.20 7.20 0.60 0.47 5.00 1.16 1.04 2.20 7.25 0.60 0.47 S.00 1.16 1.04 2.20 7.30 0.60 0.47 5.00 1.16 1.04 2.20 Page 4 BH-4 Liquefy.sum 7.35 0.60 0.47 5.00 1.16 1.04 2.20 7.40 0.60 0.47 5.00 1.16 1.04 2.20 7.4S 0.60 0.47 5.00 1.16 1.04 2.20 7.50 0.60 0.47 5.00 1.16 1.04 2.20 7.55 0.60 0.47 5.00 1.16 1.04 2.20 7.60 0.60 0.47 5.00 1.16 1.04 2.20 7.65 0.60 0.47 5.00 1.16 1.04 2.20 7.70 0.60 0.47 5.00 1.16 1.04 2.20 7.75 0.60 0.47 5.00 1.16 1.04 2.20 7.80 0.60 0.47 5.00 1.16 1.04 2.20 7.85 0.60 0.47 5.00 1.16 1.04 2.20 7.90 0.60 0.47 5.00 1.16 1.04 2.20 7.95 0.60 0.47 5.00 1.16 1.04 2.20 8.00 0.60 0.47 5.00 1.16 1.04 2.20 8.05 0.60 0.47 S.00 1.16 1.04 2.20 8.10 0.60 0.47 5.00 1.16 1.04 2.20 8.15 0.60 0.47 5.00 1.16 1.04 2.20 8.20 0.60 0.47 5.00 1.16 1.04 2.20 8.25 0.60 0.47 5.00 1.16 1.04 2.20 8.30 0.60 0.47 5.00 1.16 1.04 2.20 8.35 0.60 0.47 5.00 1.16 1.04 2.20 8.40 0.60 0.47 S.00 1.16 1.04 2.20 8.45 0.60 0.47 5.00 1.16 1.04 2.20 8.50 0.60 0.47 5.00 1.16 1.04 2.20 8.55 0.60 0.47 5.00 1.16 1.04 2.20 8.60 0.60 0.47 5.00 1.16 1.04 2.20 8.65 0.60 0.47 5.00 1.16 1.04 2.20 8.70 0.60 0.47 S.00 1.16 1.04 2.20 8.75 0.60 0.47 S.00 1.16 1.04 2.20 8.80 0.60 0.47 5.00 1.16 1.04 2.20 8.85 0.60 0.47 5.00 1.16 1.04 2.20 8.90 0.60 0.47 5.00 1.16 1.04 2.20 8.95 0.60 0.46 5.00 1.16 1.04 2.20 9.00 0.60 0.46 5.00 1.16 1.04 2.20 9.05 0.60 0.46 5.00 1.16 1.04 2.20 9.10 0.60 0.46 S.00 1.16 1.03 2.20 9.15 0.60 0.46 5.00 1.16 1.03 2.20 9.20 0.60 0.46 5.00 1.16 1.03 2.19 9.25 0.60 0.46 5.00 1.16 1.03 2.19 9.30 0.60 0.46 5.00 1.16 1.03 2.19 9.3 S 0.60 0.46 5.00 1.16 1.03 2.19 9.40 0.60 0.46 5.00 1.16 1.03 2.19 9.45 0.60 0.46 S.00 1.16 1.03 2.19 9.50 0.60 0.46 5.00 1.16 1.03 2.19 9.55 0.60 0.46 5.00 1.16 1.03 2.19 9.60 0.60 0.46 5.00 1.16 1.03 2.19 9.65 0.60 0.46 S.00 1.16 1.03 2.19 9.70 0.60 0.46 5.00 1.16 1.03 2.19 9.75 0.60 0.46 5.00 1.16 1.03 2.19 9.80 0.60 0.46 5.00 1.16 1.03 2.19 9.85 0.60 0.46 5.00 1.16 1.03 2.19 9.90 0.60 0.46 5.00 1.16 1.03 2.19 9.95 0.60 0.46 5.00 1.16 1.03 2.19 10.00 0.60 0.46 5.00 1.16 1.03 2.19 10.05 0.60 0.46 5.00 1.16 1.03 2.19 Page 5 BH-4 Liquefy.sum 10.10 0.60 0.46 5.00 1.16 1.03 2.19 10.15 0.60 0.46 5.00 1.16 1.03 2.19 10.20 0.60 0.46 S.00 1.16 1.03 2.19 10.25 0.60 0.46 5.00 1.16 1.03 2.19 10.30 0.60 0.46 5.00 1.16 1.03 2.19 10.35 0.60 0.46 5.00 1.16 1.02 2.18 10.40 0.60 0.46 5.00 1.16 1.02 2.18 10.45 0.60 0.46 5.00 1.16 1.02 2.18 10.50 0.60 0.46 5.00 1.16 1.02 2.18 10.5 5 0.60 0.46 S.00 1.16 1.02 2.18 10.60 0.60 0.46 5.00 1.16 1.02 2.18 10.65 0.60 0.46 5.00 1.16 1.02 2.18 10.70 0.60 0.46 5.00 1.16 1.02 2.18 10.7S 0.60 0.46 5.00 1.16 1.02 2.18 10.80 0.60 0.46 5.00 1.16 1.02 2.18 10.85 0.60 0.46 5.00 1.16 1.02 2.18 10.90 0.60 0.46 5.00 1.16 1.01 2.17 10.95 0.60 0.46 5.00 1.16 1.01 2.17 11.00 0.60 0.46 S.00 1.16 1.01 2.17 11.05 0.60 0.46 5.00 1.16 1.01 2.17 11.10 0.60 0.46 S.00 1.16 1.01 2.17 11.15 0.60 0.46 5.00 1.16 1.01 2.17 11.20 0.60 0.46 5.00 1.16 1.01 2.17 11.25 0.60 0.46 5.00 1.16 1.00 2.16 11.30 0.60 0.46 5.00 1.16 1.00 2.16 11.35 0.60 0.46 5.00 1.16 1.00 2.16 11.40 0.60 0.46 5.00 1.16 1.00 2.16 HAS 0.60 0.46 S.00 1.16 1.00 2.16 11.50 0.60 0.46 5.00 1.16 1.00 2.16 11.55 0.60 0.46 5.00 1.16 1.00 2.16 11.60 0.60 0.46 S.00 1.16 1.00 2.16 11.65 0.60 0.46 5.00 1.16 1.00 2.16 11.70 0.60 0.46 S.00 1.16 1.00 2.16 11.75 0.60 0.46 5.00 1.16 1.00 2.16 11.80 0.57 0.46 5.00 1.16 1.00 2.16 11.85 0.52 0.46 5.00 1.16 1.00 2.16 11.90 0.50 0.46 5.00 1.16 1.00 2.16 11.95 0.48 0.46 5.00 1.16 0.99 2.15 12.00 0.47 0.46 5.00 1.16 0.99 2.15 12.0S 0.46 0.46 S.00 1.16 0.99 2.1 S 12.10 0.45 0.46 5.00 1.16 0.99 2.15 12.15 0.45 0.46 5.00 1.16 0.99 2.15 12.20 0.44 0.46 5.00 1.16 0.99 2.15 12.2S 0.43 0.46 S.00 1.16 0.99 2.15 12.30 0.43 0.46 S.00 1.16 0.99 2.1 S 12.35 0.42 0.46 5.00 1.16 0.99 2.15 12.40 0.42 0.46 5.00 1.16 0.99 2.15 12.45 0.41 0.46 5.00 1.16 0.99 2.15 12.50 0.41 0.46 5.00 1.16 0.99 2.1 S 12.55 0.40 0.46 5.00 1.16 0.99 2.15 12.60 0.40 0.46 5.00 1.16 0.98 2.15 12.6S 0.39 0.46 5.00 1.16 0.98 2.14 12.70 0.39 0.46 5.00 1.16 0.98 2.14 12.75 0.38 0.46 5.00 1.16 0.98 2.14 12.80 0.38 0.46 5.00 1.16 0.98 2.14 Page 6 BH-4 Liquefy.sum 12.85 0.38 0.46 5.00 1.16 0.98 2.14 12.90 0.37 0.46 5.00 1.16 0.98 2.14 12.95 0.37 0.46 5.00 1.16 0.98 2.14 13.00 0.37 0.46 5.00 1.16 0.98 2.14 13.05 0.36 0.46 5.00 1.16 0.98 2.14 13.10 0.36 0.46 5.00 1.16 0.98 2.14 13.15 0.36 0.46 5.00 1.16 0.97 2.13 13.20 0.35 0.46 5.00 1.16 0.97 2.13 13.25 0.35 0.46 5.00 1.16 0.97 2.13 13.30 0.35 0.46 5.00 1.16 0.97 2.13 13.3 S 0.34 0.46 5.00 1.16 0.97 2.13 13.40 0.34 0.46 5.00 1.16 0.97 2.13 13.45 0.34 0.46 5.00 1.16 0.97 2.13 13.50 0.34 0.46 5.00 1.16 0.97 2.13 13.55 0.33 0.46 5.00 1.16 0.96 2.13 13.60 0.33 0.46 5.00 1.16 0.96 2.12 13.65 0.33 0.46 5.00 1.16 0.96 2.12 13.70 0.32 0.46 5.00 1.16 0.96 2.12 13.75 0.32 0.46 5.00 1.16 0.96 2.12 13.80 0.32 0.46 5.00 1.16 0.96 2.12 13.85 0.32 0.46 5.00 1.16 0.96 2.12 13.90 0.31 0.46 5.00 1.16 0.95 2.12 13.95 0.31 0.46 5.00 1.16 0.95 2.11 14.00 0.31 0.46 5.00 1.16 0.95 2.11 14.05 0.31 0.46 5.00 1.16 0.95 2.11 14.10 0.31 0.46 5.00 1.16 0.95 2.11 14.15 0.30 0.46 S.00 1.16 0.95 2.11 14.20 0.30 0.46 5.00 1.16 0.95 2.11 14.25 0.30 0.46 5.00 1.16 0.94 2.10 14.30 0.30 0.46 5.00 1.16 0.94 2.10 14.3 5 0.29 0.46 5.00 1.16 0.94 2.10 14.40 0.29 0.46 5.00 1.16 0.94 2.10 14.45 0.29 0.46 5.00 1.16 0.94 2.10 14.50 0.29 0.46 5.00 1.16 0.93 2.09 14.55 0.29 0.46 5.00 1.16 0.93 2.09 14.60 0.28 0.46 5.00 1.16 0.93 2.09 14.65 0.28 0.46 5.00 1.16 0.93 2.09 14.70 0.28 0.46 5.00 1.16 0.93 2.09 14.75 0.28 0.46 5.00 1.16 0.92 2.08 14.80 0.31 0.46 5.00 1.16 0.92 2.08 14.85 0.31 0.46 5.00 1.16 0.92 2.08 14.90 0.31 0.46 5.00 1.16 0.92 2.08 14.95 0.30 0.46 5.00 1.16 0.91 2.08 15.00 0.30 0.46 5.00 1.16 0.91 2.07 15.05 0.30 0.46 5.00 1.16 0.91 2.07 15.10 0.30 0.46 S.00 1.16 0.91 2.07 15.15 0.30 0.46 5.00 1.16 0.91 2.07 15.20 0.30 0.46 5.00 1.16 0.90 2.07 15.25 0.30 0.46 5.00 1.16 0.90 2.06 15.30 0.30 0.46 5.00 1.16 0.90 2.06 15.35 0.30 0.46 5.00 1.16 0.90 2.06 15.40 0.31 0.46 5.00 1.16 0.90 2.06 15.45 0.31 0.46 5.00 1.16 0.89 2.06 15.50 0.31 0.46 S.00 1.16 0.89 2.05 15.55 0.31 0.46 5.00 1.16 0.89 2.05 Page 7 BH-4 Liquefy.sum 15.60 0.31 0.46 5.00 1.16 0.89 2.05 15.65 0.31 0.46 5.00 1.16 0.89 2.05 15.70 0.31 0.46 5.00 1.16 0.88 2.04 15.75 0.31 0.46 S.00 1.16 0.88 2.04 15.80 0.31 0.46 S.00 1.16 0.88 2.04 15.85 0.31 0.46 5.00 1.16 0.88 2.04 15.90 0.31 0.46 5.00 1.16 0.88 2.04 15.95 0.31 0.46 5.00 1.16 0.87 2.03 16.00 0.31 0.46 5.00 1.16 0.87 2.03 16.05 0.31 0.46 5.00 1.16 0.87 2.03 16.10 0.31 0.46 5.00 1.16 0.87 2.03 16.15 0.31 0.46 5.00 1.16 0.87 2.03 16.20 0.31 0.46 5.00 1.16 0.86 2.02 16.2S 0.31 0.46 5.00 1.16 0.86 2.02 16.30 0.32 0.46 5.00 1.16 0.86 2.02 16.35 0.32 0.46 S.00 1.16 0.86 2.02 16.40 0.32 0.46 5.00 1.16 0.85 2.02 16.45 0.32 0.46 5.00 1.16 0.85 2.01 16.S0 0.32 0.46 S.00 1.16 0.85 2.01 16.55 0.32 0.46 5.00 1.16 0.85 2.01 16.60 0.32 0.46 5.00 1.16 0.85 2.01 16.65 0.32 0.46 S.00 1.16 0.84 2.00 16.70 0.32 0.46 5.00 1.16 0.84 2.00 16.75 0.32 0.46 5.00 1.16 0.84 2.00 16.80 0.32 0.46 S.00 1.16 0.84 2.00 16.85 0.32 0.46 5.00 1.16 0.84 2.00 16.90 0.32 0.46 5.00 1.16 0.83 1.99 16.95 0.32 0.46 5.00 1.16 0.83 1.99 17.00 0.32 0.46 5.00 1.16 0.83 1.99 17.05 0.33 0.46 5.00 1.16 0.83 1.99 17.10 0.33 0.46 5.00 1.16 0.82 1.98 17.15 0.33 0.46 5.00 1.16 0.82 1.98 17.20 0.33 0.46 5.00 1.16 0.82 1.98 17.25 0.33 0.46 S.00 1.16 0.82 1.98 17.30 0.33 0.46 5.00 1.16 0.82 1.98 17.35 0.33 0.46 5.00 1.16 0.81 1.97 17.40 0.33 0.46 S.00 1.16 0.81 1.97 17.45 0.33 0.46 5.00 1.16 0.81 1.97 17.50 0.33 0.46 5.00 1.16 0.81 1.97 17.55 0.33 0.46 5.00 1.16 0.80 1.96 17.60 0.33 0.46 5.00 1.16 0.80 1.96 17.65 0.33 0.46 5.00 1.16 0.80 1.96 17.70 0.33 0.46 5.00 1.16 0.80 1.96 17.75 0.33 0.46 S.00 1.16 0.79 1.96 17.80 0.34 0.46 5.00 1.16 0.79 1.95 17.85 0.34 0.46 5.00 1.16 0.79 1.95 17.90 0.34 0.46 S.00 1.16 0.79 1.95 17.95 0.34 0.46 5.00 1.16 0.79 1.95 18.00 0.34 0.4S 5.00 1.16 0.78 1.94 18.05 0.34 0.4S 5.00 1.16 0.78 1.94 18.10 0.34 0.45 S.00 1.16 0.78 1.94 18.15 0.34 0.45 5.00 1.16 0.78 1.94 18.20 0.34 0.45 5.00 1.16 0.77 1.93 18.25 0.34 0.45 5.00 1.16 0.77 1.93 18.30 0.34 0.45 S.00 1.16 0.77 1.93 Page 8 BH-4 Liquefy.sum 18.35 0.34 0.4S 5.00 1.16 0.77 1.93 18.40 0.34 0.45 5.00 1.16 0.76 1.93 18.45 0.3S 0.45 5.00 1.16 0.76 1.92 18.50 0.35 0.45 5.00 1.16 0.76 1.92 18.55 0.35 0.4S 5.00 1.16 0.76 1.92 18.60 0.35 0.45 S.00 1.16 0.76 1.92 18.65 0.35 0.45 S.00 1.16 0.75 1.91 18.70 0.35 0.45 5.00 1.16 0.75 1.91 18.75 0.35 0.45 5.00 1.16 0.75 1.91 18.80 0.3S 0.4S 5.00 1.16 0.75 1.91 18.85 0.35 0.45 5.00 1.16 0.74 1.90 18.90 0.35 0.45 5.00 1.16 0.74 1.90 18.9S 0.35 0.4S 5.00 1.16 0.74 1.90 19.00 0.35 0.45 5.00 1.16 0.74 1.90 19.05 0.36 0.4S 5.00 1.16 0.73 1.89 19.10 0.36 0.45 5.00 1.16 0.73 1.89 19.15 0.36 0.45 S.00 1.16 0.73 1.89 19.20 0.36 0.45 5.00 1.16 0.73 1.89 19.25 0.36 OAS 5.00 1.16 0.72 1.89 19.30 0.36 OAS 5.00 1.16 0.72 1.88 19.35 0.36 0.45 5.00 1.16 0.72 1.88 19.40 0.36 0.4S 5.00 1.16 0.72 1.88 19.45 0.36 0.4S 5.00 1.16 0.72 1.88 19.50 0.36 0.45 5.00 1.16 0.71 1.87 19.55 0.36 0.45 5.00 1.16 0.71 1.87 19.60 0.37 0.45 S.00 1.16 0.71 1.87 19.65 0.37 OAS S.00 1.16 0.71 1.87 19.70 0.37 0.4S 5.00 1.16 0.70 1.86 19.7S 0.37 0.45 S.00 1.16 0.70 1.86 19.80 0.37 0.45 S.00 1.16 0.70 1.86 19.85 0.37 0.45 5.00 1.16 0.70 1.86 19.90 0.37 0.45 5.00 1.16 0.69 1.8S 19.95 0.37 0.45 5.00 1.16 0.69 1.85 20.00 0.37 0.45 5.00 1.16 0.69 1.85 20.05 0.38 0.45 S.00 1.16 0.69 1.85 20.10 0.38 0.45 5.00 1.16 0.68 1.84 20.15 0.39 0.45 5.00 1.16 0.68 1.84 20.20 0.39 0.45 5.00 1.16 0.68 1.84 20.25 0.40 0.45 5.00 1.16 0.68 1.84 20.30 0.40 0.45 5.00 1.16 0.67 1.83 20.35 0.41 0.45 5.00 1.16 0.67 1.83 20.40 0.42 0.45 5.00 1.16 0.67 1.83 20.45 0.42 0.45 5.00 1.16 0.67 1.83 20.50 0.43 0.45 5.00 1.16 0.67 1.83 20.S5 0.44 0.45 5.00 1.16 0.66 1.82 20.60 0.45 0.4S 5.00 1.16 0.66 1.82 20.6S 0.46 0.45 5.00 1.16 0.66 1.82 20.70 0.47 0.45 5.00 1.16 0.66 1.82 20.7S 0.48 0.45 5.00 1.16 0.66 1.82 20.80 0.50 0.45 5.00 1.16 0.65 1.81 20.8S 0.54 0.45 S.00 1.16 0.65 1.81 20.90 0.60 0.45 5.00 1.16 0.65 1.81 20.95 0.60 0.45 5.00 1.16 0.65 1.81 21.00 0.60 0.4S 5.00 1.16 0.65 1.81 21.05 0.60 0.45 5.00 1.16 0.64 1.80 Page 9 BH-4 Liquefy.sum 21.10 0.60 0.45 S.00 1.16 0.64 1.80 21.15 0.60 0.45 5.00 1.16 0.64 1.80 21.20 0.60 0.45 5.00 1.16 0.64 1.80 21.25 0.60 0.45 5.00 1.16 0.64 1.80 21.30 0.60 0.45 5.00 1.16 0.64 1.80 21.35 0.60 0.45 5.00 1.16 0.63 1.79 21.40 0.60 0.45 5.00 1.16 0.63 1.79 21.45 0.60 OAS 5.00 1.16 0.63 1.79 21.50 0.60 0.45 5.00 1.16 0.63 1.79 21.55 0.60 0.45 5.00 1.16 0.63 1.79 21.60 0.60 0.45 5.00 1.16 0.63 1.79 21.65 0.60 OAS 5.00 1.16 0.62 1.79 21.70 0.60 0.45 5.00 1.16 0.62 1.78 21.75 0.60 0.45 5.00 1.16 0.62 1.78 21.80 0.60 0.45 5.00 1.16 0.62 1.78 21.85 0.60 OAS 5.00 1.16 0.62 1.78 21.90 0.60 OAS 5.00 1.16 0.62 1.78 21.95 0.60 0.45 S.00 1.16 0.62 1.78 22.00 0.60 0.45 5.00 1.16 0.61 1.78 22.05 0.60 0.45 S.00 1.16 0.61 1.77 22.10 0.60 0.45 5.00 1.16 0.61 1.77 22.15 0.60 OAS S.00 1.16 0.61 1.77 22.20 0.60 0.45 5.00 1.16 0.61 1.77 22.25 0.60 OAS 5.00 1.16 0.61 1.77 22.30 0.60 0.45 5.00 1.16 0.61 1.77 22.3S 0.60 0.45 5.00 1.16 0.61 1.77 22.40 0.60 0.45 5.00 1.16 0.60 1.77 22.45 0.60 0.45 S.00 1.16 0.60 1.76 22.SO 0.60 0.45 5.00 1.16 0.60 1.76 22.55 0.60 0.45 5.00 1.16 0.60 1.76 22.60 0.60 0.45 5.00 1.16 0.60 1.76 22.65 0.60 0.45 S.00 1.16 0.60 1.76 22.70 0.60 0.45 5.00 1.16 0.60 1.76 22.75 0.60 0.45 5.00 1.16 0.60 1.76 22.80 0.60 0.45 5.00 1.16 0.60 1.76 22.85 0.60 0.45 5.00 1.16 0.59 1.76 22.90 0.60 0.45 5.00 1.16 0.59 1.75 22.95 0.60 0.45 5.00 1.16 0.59 1.75 23.00 0.60 0.45 5.00 1.16 0.59 1.75 23.OS 0.60 0.45 5.00 1.16 0.59 1.75 23.10 0.60 0.45 5.00 1.16 0.S9 1.75 23.15 0.60 0.45 5.00 1.16 0.59 1.7S 23.20 0.60 0.45 5.00 1.16 0.59 1.75 23.25 0.60 OAS 5.00 1.16 0.59 1.75 23.30 0.60 0.45 5.00 1.16 0.59 1.75 23.35 0.60 0.45 5.00 1.16 0.59 1.75 23.40 0.60 OAS S.00 1.16 0.58 1.74 23.45 0.60 0.45 5.00 1.16 0.58 1.74 23.50 0.60 0.45 5.00 1.16 0.58 1.74 23.55 0.60 0.45 5.00 1.16 0.58 1.74 23.60 0.60 OAS S.00 1.16 0.58 1.74 23.65 0.60 0.45 5.00 1.16 0.S8 1.74 23.70 0.60 OAS 5.00 1.16 0.58 1.74 23.75 0.60 OAS 5.00 1.16 0.58 1.74 23.80 0.60 OAS 5.00 1.16 0.58 1.74 Page 10 BH-4 Liquefy.sum 23.8S 0.60 OAS 5.00 1.16 0.58 1.74 23.90 0.60 0.45 5.00 1.16 0.58 1.74 23.95 0.60 0.45 5.00 1.16 0.58 1.74 24.00 0.60 OAS 5.00 1.16 0.S7 1.73 24.OS 0.60 0.45 5.00 1.16 0.57 1.73 24.10 0.60 0.45 5.00 1.16 0.57 1.73 24.15 0.60 0.45 5.00 1.16 0.57 1.73 24.20 0.60 OAS 5.00 1.16 0.57 1.73 24.25 0.60 0.45 5.00 1.16 0.57 1.73 24.30 0.60 0.45 5.00 1.16 0.57 1.73 24.35 0.60 0.45 5.00 1.16 0.57 1.73 24.40 0.60 0.45 5.00 1.16 0.57 1.73 24.45 0.60 0.45 5.00 1.16 0.57 1.73 24.50 0.60 0.45 S.00 1.16 0.57 1.73 24.55 0.60 0.45 5.00 1.16 0.57 1.73 24.60 0.60 0.45 5.00 1.16 0.57 1.73 24.65 0.60 0.45 5.00 1.16 0.57 1.73 24.70 0.60 0.45 5.00 1.16 0.57 1.73 24.75 0.60 0.45 5.00 1.16 O.S7 1.73 24.80 0.60 0.45 5.00 1.16 0.S7 1.73 24.85 0.60 0.45 5.00 1.16 0.57 1.73 24.90 0.60 OAS 5.00 1.16 0.57 1.73 24.95 0.60 0.45 5.00 1.16 0.57 1.73 25.00 0.60 0.45 5.00 1.16 0.57 1.73 25.05 0.60 OAS S.00 1.16 0.57 1.73 25.10 0.60 OAS S.00 1.16 0.57 1.73 25.15 0.60 0.45 5.00 1.16 0.57 1.73 25.20 0.60 0.45 5.00 1.16 0.57 1.73 25.25 0.60 OAS 5.00 1.16 O.S7 1.73 25.30 0.60 0.45 5.00 1.16 0.57 1.73 25.35 0.60 OAS 5.00 1.16 0.57 1.73 25.40 0.60 0.45 5.00 1.16 0.57 1.73 25.45 0.60 0.45 5.00 1.16 0.56 1.73 25.50 0.60 0.45 5.00 1.16 0.56 1.72 2S.55 0.60 0.45 S.00 1.16 0.56 1..72 25.60 0.60 OAS 5.00 1.16 0.56 1.72 25.65 0.60 OAS 5.00 1.16 0.56 1.72 25.70 0.60 0.45 5.00 1.16 0.56 1.72 25.75 0.60 0.45 5.00 1.16 0.56 1.72 25.80 0.60 OAS 5.00 1.16 0.56 1.72 25.85 0.60 0.45 5.00 1.16 0.56 1.72 25.90 0.60 OAS 5.00 1.16 0.56 1.72 25.95 0.60 0.45 5.00 1.16 0.56 1.72 26.00 0.60 0.45 5.00 1.16 0.56 1.72 26.OS 0.60 0.45 5.00 1.16 0.56 1.72 26.10 0.60 0.45 5.00 1.16 0.56 1.72 26.15 0.60 0.45 5.00 1.16 0.56 1.72 26.20 0.60 0.45 5.00 1.16 0.56 1.72 26.25 0.60 0.45 5.00 1.16 0.56 1.72 26.30 0.60 0.45 5.00 1.16 0.56 1.72 26.35 0.60 OAS 5.00 1.16 0.56 1.72 26.40 0.60 0.45 5.00 1.16 0.56 1.72 26.4S 0.60 0.45 5.00 1.16 0.56 1.72 26.50 0.60 0.45 5.00 1.16 0.56 1.72 26.55 0.60 OAS 5.00 1.16 0.56 1.72 Page 11 BH-4 Liquefy.sum 26.60 0.60 0.4S 5.00 1.16 0.56 1.72 26.65 0.60 0.45 5.00 1.16 0.55 1.72 26.70 0.60 0.45 5.00 1.16 0.55 1.71 26.7S 0.60 0.45 5.00 1.16 0.55 1.71 26.80 0.60 0.45 5.00 1.16 0.55 1.71 26.8S 0.60 0.45 5.00 1.16 0.55 1.71 26.90 0.60 0.45 5.00 1.16 0.55 1.71 26.95 0.60 0.45 5.00 1.16 0.55 1.71 27.00 0.60 0.44 5.00 1.16 0.55 1.71 27.05 0.60 0.44 5.00 1.16 0.55 1.71 27.10 0.60 0.44 5.00 1.16 0.55 1.71 27.15 0.60 0.44 5.00 1.16 0.55 1.71 27.20 0.60 0.44 5.00 1.16 0.55 1.71 27.25 0.60 0.44 5.00 1.16 0.55 1.71 27.30 0.60 0.44 5.00 1.16 0.5 S 1.71 27.3S 0.60 0.44 5.00 1.16 0.55 1.71 27.40 0.60 0.44 5.00 1.16 0.5 5 1.71 27.45 0.60 0.44 5.00 1.16 0.55 1.71 27.50 0.60 0.44 5.00 1.16 0.5S 1.71 2 7.5 5 0.60 0.44 5.00 1.16 0.54 1.70 27.60 0.60 0.44 S.00 1.16 0.S4 1.70 27.65 0.60 0.44 S.00 1.16 0.54 1.70 27.70 0.60 0.44 5.00 1.16 0.54 1.70 27.75 0.60 0.44 S.00 1.16 0.54 1.70 27.80 0.60 0.44 5.00 1.16 0.54 1.70 27.85 0.60 0.44 5.00 1.16 0.54 1.70 27.90 0.60 0.44 S.00 1.16 0.54 1.70 27.95 0.60 0.44 5.00 1.16 0.54 1.70 28.00 0.60 0.44 5.00 1.16 0.54 1.70 28.05 0.60 0.44 5.00 1.16 0.54 1.70 28.10 0.60 0.44 5.00 1.16 0.S4 1.70 28.15 0.60 0.44 5.00 1.16 0.54 1.70 28.20 0.60 0.44 5.00 1.16 0.53 1.69 28.25 0.60 0.44 5.00 1.16 0.53 1.69 28.30 0.60 0.44 5.00 1.16 0.53 1.69 28.35 0.60 0.44 5.00 1.16 0.53 1.69 28.40 0.60 0.44 5.00 1.16 0.S3 1.69 28.45 0.60 0.44 5.00 1.16 0.53 1.69 28.50 0.60 0.44 5.00 1.16 0.53 1.69 28.S5 0.60 0.44 5.00 1.16 0.53 1.69 28.60 0.60 0.44 5.00 1.16 0.53 1.69 28.65 0.60 0.44 5.00 1.16 0.53 1.69 28.70 0.60 0.44 5.00 1.16 0.53 1.69 28.75 0.60 0.44 5.00 1.16 0.52 1.68 28.80 0.60 0.44 5.00 1.16 0.52 1.68 28.85 0.57 0.44 5.00 1.16 0.52 1.68 28.90 0.52 0.44 5.00 1.16 0.52 1.68 28.95 0.49 0.44 5.00 1.16 0.52 1.68 29.00 0.47 0.44 5.00 1.16 0.52 1.68 29.0S 0.46 0.44 5.00 1.16 0.52 1.68 29.10 0.45 0.44 5.00 1.16 0.52 1.68 29.15 0.44 0.44 5.00 1.16 0.52 1.68 29.20 0.43 0.44 5.00 1.16 0.51 1.67 29.25 0.42 0.44 5.00 1.16 0.51 1.67 29.30 0.41 0.44 5.00 1.16 0.51 1.67 Page 12 BH-4 Liquefy.sum 29.3 S 0.41 0.44 5.00 1.16 0.51 1.67 29.40 0.40 0.44 5.00 1.16 0.51 1.67 29.45 0.39 0.44 5.00 1.16 0.51 1.67 29.50 0.39 0.44 5.00 1.16 0.51 1.67 29.55 0.38 0.44 5.00 1.16 0.50 1.66 29.60 0.38 0.44 5.00 1.16 0.50 1.66 29.65 0.37 0.44 5.00 1.16 0.50 1.66 29.70 0.37 0.44 S.00 1.16 0.50 1.66 29.75 0.36 0.44 5.00 1.16 0.50 1.66 29.80 0.36 0.44 S.00 1.16 0.50 1.66 29.85 0.35 0.44 5.00 1.16 0.49 1.66 29.90 0.35 0.44 5.00 1.16 0.49 1.65 29.95 0.34 0.44 5.00 1.16 0.49 1.65 30.00 0.34 0.44 5.00 1.16 0.49 1.65 30.05 0.34 0.44 5.00 1.16 0.49 1.65 30.10 0.33 0.44 5.00 1.16 0.49 1.65 30.15 0.33 0.44 5.00 1.16 0.48 1.64 30.20 0.33 0.44 5.00 1.16 0.48 1.64 30.2S 0.33 0.44 5.00 1.16 0.48 1.64 30.30 0.32 0.44 S.00 1.16 0.48 1.64 30.3 S 0.32 0.44 5.00 1.16 0.48 1.64 30.40 0.32 0.44 S.00 1.16 0.47 1.63 30.45 0.32 0.44 5.00 1.16 0.47 1.63 30.50 0.32 0.44 S.00 1.16 0.47 1.63 30.55 0.31 0.44 5.00 1.16 0.47 1.63 30.60 0.31 0.44 S.00 1.16 0.47 1.63 30.65 0.31 0.44 5.00 1.16 0.46 1.62 30.70 0.31 0.44 5.00 1.16 0.46 1.62 30.7S 0.31 0.44 S.00 1.16 0.46 1.62 30.80 0.30 0.44 5.00 1.16 0.46 1.62 30.85 0.30 0.44 S.00 1.16 0.45 1.62 30.90 0.30 0.44 5.00 1.16 0.45 1.61 30.95 0.30 0.44 5.00 1.16 0.45 1.61 31.00 0.30 0.44 S.00 1.16 0.45 1.61 31.05 0.29 0.44 5.00 1.16 0.45 1.61 31.10 0.29 0.44 5.00 1.16 0.44 1.60 31.15 0.29 0.44 5.00 1.16 0.44 1.60 31.20 0.29 0.44 5.00 1.16 0.44 1.60 31.25 0.29 0.44 5.00 1.16 0.43 1.60 31.30 0.28 0.44 5.00 1.16 0.43 1.59 31.35 0.28 0.44 5.00 1.16 0.43 1.59 31.40 0.28 0.44 S.00 1.16 0.43 1.S9 31.45 0.28 0.44 5.00 1.16 0.42 1.58 31.50 0.28 0.44 5.00 1.16 0.42 1.58 31.55 0.28 0.44 5.00 1.16 0.42 1.S8 31.60 0.27 0.44 5.00 1.16 0.42 1.58 31.65 0.27 0.44 5.00 1.16 0.41 1.S7 31.70 0.27 0.44 5.00 1.16 0.41 1.57 31.75 0.27 0.43 5.00 1.16 0.41 1.S7 31.80 0.27 0.43 5.00 1.16 0.40 1.56 31.85 0.27 0.43 5.00 1.16 0.40 1.S6 31.90 0.27 0.43 5.00 1.16 0.40 1.S6 31.95 0.26 0.43 5.00 1.16 0.39 1.55 32.00 0.26 0.43 5.00 1.16 0.39 1.55 32.05 0.26 0.43 S.00 1.16 0.39 1.55 Page 13 BH-4 Liquefy.sum 32.10 0.26 0.43 5.00 1.16 0.38 1.S4 32.15 0.26 0.43 5.00 1.16 0.38 1.54 32.20 0.26 0.43 S.00 1.16 0.38 1.54 32.25 0.25 0.43 5.00 1.16 0.37 1.53 32.30 0.25 0.43 5.00 1.16 0.37 1.53 32.35 0.25 0.43 5.00 1.16 0.37 1.53 32.40 0.25 0.43 5.00 1.16 0.36 1.52 32.45 0.25 0.43 5.00 1.16 0.36 1.52 32.50 0.2S 0.43 5.00 1.16 0.35 1.51 32.SS 0.24 0.43 5.00 1.16 0.35 1.51 32.60 0.24 0.43 5.00 1.16 0.35 1.51 32.65 0.24 0.43 S.00 1.16 0.34 1.50 32.70 0.24 0.43 5.00 1.16 0.34 1.50 32.7S 0.24 0.43 S.00 1.16 0.33 1.49 32.80 0.24 0.43 5.00 1.16 0.33 1.49 32.85 0.23 0.43 5.00 1.16 0.32 1.48 32.90 0.23 0.43 5.00 1.16 0.32 1.48 32.95 0.23 0.43 5.00 1.16 0.32 1.48 33.00 0.23 0.43 5.00 1.16 0.31 1.47 33.05 0.23 0.43 5.00 1.16 0.31 1.47 33.10 0.23 0.43 S.00 1.16 0.30 1.46 33.15 0.23 0.43 5.00 1.16 0.30 1.46 33.20 0.22 0.43 S.00 1.16 0.29 1.45 33.2S 0.22 0.43 5.00 1.16 0.29 1.45 33.30 0.22 0.43 5.00 1.16 0.28 1.44 33.35 0.22 0.43 5.00 1.16 0.27 1.44 33.40 0.22 0.43 5.00 1.16 0.27 1.43 33.45 0.22 0.43 5.00 1.16 0.26 1.42 33.50 0.21 0.43 5.00 1.16 0.26 1.42 33.55 0.21 0.43 5.00 1.16 0.2S 1.41 33.60 0.21 0.43 5.00 1.16 0.2S 1.41 33.6S 0.21 0.43 S.00 1.16 0.24 1.40 33.70 0.21 0.43 5.00 1.16 0.23 1.39 33.75 0.21 0.43 5.00 1.16 0.23 1.39 33.80 0.21 0.43 5.00 1.16 0.22 1.38 33.85 0.20 0.43 5.00 1.16 0.21 1.37 33.90 0.20 0.43 5.00 1.16 0.21 1.37 33.95 0.20 0.43 5.00 1.16 0.20 1.36 34.00 0.20 0.43 5.00 1.16 0.19 1.35 34.05 0.20 0.43 S.00 1.16 0.19 1.35 34.10 0.20 0.43 5.00 1.16 0.18 1.34 34.15 0.20 0.43 5.00 1.16 0.17 1.33 34.20 0.19 0.43 5.00 1.16 0.16 1.32 34.2 S 0.19 0.43 5.00 1.16 0.16 1.32 34.30 0.19 0.42 5.00 1.16 0.15 1.31 34.3 5 0.19 0.42 5.00 1.16 0.14 1.30 34.40 0.19 0.42 5.00 1.16 0.13 1.29 34.45 0.19 0.42 5.00 1.16 0.12 1.28 34.50 0.19 0.42 5.00 1.16 0.11 1.27 34.55 0.18 0.42 5.00 1.16 0.10 1.26 34.60 0.18 0.42 5.00 1.16 0.09 1.26 34.6S 0.18 0.42 5.00 1.16 0.09 1.25 34.70 0.18 0.42 5.00 1.16 0.08 1.24 34.7S 0.18 0.42 5.00 1.16 0.07 1.23 34.80 0.18 0.42 5.00 1.16 0.06 1.22 Page 14 BH-4 Liquefy.sum 34.85 0.18 0.42 5.00 1.16 0.04 1.20 34.90 0.17 0.42 5.00 1.16 0.03 1.19 34.95 0.17 0.42 5.00 1.16 0.02 1.18 35.00 0.17 0.42 5.00 1.16 0.01 1.17 35.05 0.17 0.42 0.41* 1.16 0.00 1.16 35.10 0.18 0.42 0.42* 1.15 0.00 1.15 35.15 0.18 0.42 0.42* 1.14 0.00 1.14 35.20 0.18 0.42 0.43* 1.12 0.00 1.12 3 5.2 5 0.19 0.42 0.44* 1.11 0.00 1.11 35.30 0.19 0.42 0.44* 1.10 0.00 1.10 35.35 0.19 0.42 0.45* 1.09 0.00 1.09 35.40 0.19 0.42 0.46* 1.08 0.00 1.08 35.45 0.20 0.42 0.46* 1.07 0.00 1.07 35.50 0.20 0.42 0.47* 1.05 0.00 1.05 35.55 0.20 0.42 0.48* 1.04 0.00 1.04 35.60 0.20 0.42 0.48* 1.03 0.00 1.03 35.65 0.21 0.42 0.49* 1.02 0.00 1.02 35.70 0.21 0.42 0.50* 1.01 0.00 1.01 35.75 0.21 0.42 O.SO* 1.00 0.00 1.00 35.80 0.22 0.42 0.51* 0.99 0.00 0.99 35.85 0.22 0.42 0.52* 0.98 0.00 0.98 35.90 0.22 0.42 0.52* 0.97 0.00 0.97 35.95 0.22 0.43 0.53* 0.96 0.00 0.96 36.00 0.23 0.43 0.53* 0.95 0.00 0.95 36.05 0.23 0.43 0.54* 0.94 0.00 0.94 36.10 0.23 0.43 0.55* 0.93 0.00 0.93 36.15 0.24 0.43 0.55* 0.92 0.00 0.92 36.20 0.24 0.43 0.56* 0.91 0.00 0.91 36.2S 0.24 0.43 0.57* 0.90 0.00 0.90 36.30 0.24 0.43 0.57* 0.89 0.00 0.89 36.3S 0.25 0.43 0.58* 0.88 0.00 0.88 36.40 0.25 0.43 0.59* 0.87 0.00 0.87 36.45 0.25 0.43 0.59* 0.86 0.00 0.86 36.50 0.26 0.43 0.60* 0.85 0.00 0.85 36.55 0.26 0.43 0.61* 0.85 0.00 0.85 36.60 0.26 0.43 0.61* 0.84 0.00 0.84 36.65 0.27 0.43 0.62* 0.83 0.00 0.83 36.70 0.27 0.43 0.63* 0.82 0.00 0.82 36.75 0.27 0.43 0.64* 0.81 0.00 0.81 36.80 0.27 0.43 0.64* 0.80 0.00 0.80 36.85 0.28 0.43 0.65* 0.80 0.00 0.80 36.90 0.28 0.43 0.66* 0.79 0.00 0.79 36.95 0.28 0.43 0.66* 0.78 0.00 0.78 37.00 0.29 0.43 0.67* 0.77 0.00 0.77 37.OS 0.29 0.43 0.68* 0.76 0.00 0.76 37.10 0.29 0.43 0.69* 0.76 0.00 0.76 37.15 0.30 0.43 0.70* 0.75 0.00 0.75 37.20 0.30 0.43 0.70* 0.74 0.00 0.74 37.25 0.31 0.43 0.71* 0.73 0.00 0.73 37.30 0.31 0.43 0.72* 0.73 0.00 0.73 37.35 0.31 0.43 0.73* 0.72 0.00 0.72 37.40 0.32 0.43 0.74* 0.71 0.00 0.71 37.45 0.32 0.43 0.75* 0.71 0.00 0.71 37.50 0.33 0.43 0.76-- 0.70 0.00 0.70 3 7.5 5 0.33 0.43 0.77* 0.69 0.00 0.69 Page 15 BH-4 Liquefy.sum 37.60 0.33 0.43 0.78* 0.69 0.00 0.69 37.65 0.34 0.43 0.79* 0.68 0.00 0.68 37.70 0.34 0.43 0.80* 0.67 0.00 0.67 37.75 0.35 0.43 0.81* 0.67 0.00 0.67 37.80 0.35 0.43 0.82* 0.66 0.00 0.66 37.85 0.36 0.43 0.83* 0.65 0.00 0.65 37.90 0.36 0.43 0.84* 0.65 0.00 0.65 37.95 0.37 0.43 0.85* 0.64 0.00 0.64 38.00 0.37 0.43 0.87* 0.64 0.00 0.64 38.05 0.38 0.43 0.88* 0.63 0.00 0.63 38.10 0.38 0.43 0.89* 0.63 0.00 0.63 38.15 0.39 0.43 0.91 * 0.62 0.00 0.62 38.20 0.40 0.43 0.92* 0.62 0.00 0.62 38.25 0.40 0.43 0.94* 0.61 0.00 0.61 38.30 0.41 0.43 0.95* 0.61 0.00 0.61 38.35 0.42 0.43 0.97* 0.60 0.00 0.60 38.40 0.43 0.43 0.99* 0.60 0.00 0.60 38.45 0.44 0.43 1.02 0.60 0.00 0.60 38.50 OAS 0.43 1.05 0.59 0.00 0.59 38.55 0.47 0.43 1.08 0.59 0.00 0.59 38.60 0.49 0.43 1.14 O.S9 0.00 0.59 38.6S 0.54 0.43 1.24 O.S9 0.00 0.59 38.70 0.58 0.43 1.34 0.59 0.00 0.59 38.7S 0.58 0.43 1.34 0.59 0.00 0.59 38.80 0.58 0.43 1.34 0.59 0.00 0.S9 38.8S 0.58 0.43 1.34 O.S8 0.00 0.58 38.90 0.S8 0.43 1.34 0.58 0.00 0.58 38.9S 0.58 0.43 1.34 0.58 0.00 0.58 39.00 0.58 0.43 1.34 0.58 0.00 0.58 39.05 0.S8 0.43 1.33 0.S8 0.00 0.58 39.10 0.58 0.43 1.33 0.58 0.00 0.58 39.15 0.58 0.43 1.33 0.58 0.00 0.58 39.20 O.S8 0.43 1.33 0.58 0.00 O.S8 39.25 0.58 0.43 1.33 0.58 0.00 0.58 39.30 O.S8 0.43 1.33 0.58 0.00 0.58 39.35 0.58 0.43 1.33 0.S8 0.00 0.58 39.40 O.S8 0.43 1.33 0.58 0.00 0.58 39.45 0.58 0.43 1.33 0.58 0.00 0.58 39.50 0.58 0.43 1.33 0.58 0.00 0.58 39.S5 0.58 0.43 1.33 0.58 0.00 0.58 39.60 0.58 0.43 1.33 0.58 0.00 0.58 39.6S 0.58 0.43 1.33 0.58 0.00 0.58 39.70 0.58 0.43 1.33 0.58 0.00 0.58 39.75 0.58 0.44 1.33 O.S8 0.00 0.58 39.80 0.58 0.44 1.32 0.58 0.00 0.58 39.85 0.58 0.44 1.32 0.58 0.00 0.58 39.90 0.S8 0.44 1.32 0.58 0.00 0.58 39.95 0.58 0.44 1.32 0.58 0.00 0.58 40.00 0.S8 0.44 1.32 0.58 0.00 0.58 40.05 O.S8 0.44 1.32 0.58 0.00 O.S8 40.10 0.58 0.44 1.32 0.58 0.00 0.58 40.15 0.58 0.44 1.32 0.58 0.00 0.58 40.20 0.58 0.44 1.32 0.58 0.00 0.58 40.25 0.S8 0.44 1.32 0.S8 0.00 O.S8 40.30 0.57 0.44 1.32 0.58 0.00 0.58 Page 16 BH-4 Liquefy.sum 40.35 0.57 0.44 1.32 0.58 0.00 0.S8 40.40 0.57 0.44 1.32 0.58 0.00 0.58 40.4S 0.S7 0.44 1.32 0.58 0.00 0.S8 40.50 O.S7 0.44 1.32 0.58 0.00 0.58 40.S5 0.S7 0.44 1.32 0.58 0.00 0.58 40.60 O.S7 0.44 1.31 0.58 0.00 0.S8 40.6S 0.57 0.44 1.31 0.58 0.00 O.S8 40.70 0.57 0.44 1.31 0.58 0.00 0.58 40.7S 0.57 0.44 1.31 0.58 0.00 0.S8 40.80 0.57 0.44 1.31 O.S8 0.00 0.58 40.85 0.57 0.44 1.31 0.S8 0.00 0.58 40.90 0.57 0.44 1.31 0.58 0.00 0.58 40.95 0.57 0.44 1.31 0.58 0.00 0.58 41.00 0.57 0.44 1.31 0.58 0.00 O.S8 41.05 0.57 0.44 1.31 0.58 0.00 0.S8 41.10 0.57 0.44 1.31 0.58 0.00 0.58 41.1.5 0.57 0.44 1.31 0.S8 0.00 0.S8 41.20 0.57 0.44 1.31 0.58 0.00 0.58 41.25 0.57 0.44 1.31 0.58 0.00 0.S8 41.30 0.57 0.44 1.31 0.58 0.00 0.58 41.35 0.57 0.44 1.31 0.58 0.00 0.58 41.40 0.57 0.44 1.30 0.58 0.00 0.58 41.4S 0.57 0.44 1.30 0.58 0.00 0.58 41.50 0.57 0.44 1.30 0.58 0.00 0.S8 41.5S 0.57 0.44 1.30 0.58 0.00 0.58 41.60 0.57 0.44 1.30 0.S8 0.00 0.58 41.6S 0.57 0.44 1.30 0.58 0.00 0.58 41.70 0.57 0.44 1.30 0.S8 0.00 0.58 41.75 0.S7 0.44 1.30 0.58 0.00 0.S8 41.80 0.S7 0.44 1.30 0.58 0.00 0.58 41.85 0.57 0.44 1.30 0.S8 0.00 0.58 41.90 0.57 0.44 1.30 0.57 0.00 0.57 41.95 0.57 0.44 1.30 0.S7 0.00 O.S7 42.00 0.57 0.44 1.30 0.57 0.00 0.57 42.05 0.57 0.44 1.30 0.57 0.00 0.57 42.10 0.S7 0.44 1.30 0.57 0.00 0.57 42.15 O.S7 0.44 1.30 0.57 0.00 0.S7 42.20 0.57 0.44 1.30 0.57 0.00 0.S7 42.25 0.S7 0.44 1.30 0.57 0.00 0.57 42.30 0.57 0.44 1.29 0.S7 0.00 0.S7 42.35 0.57 0.44 1.29 0.57 0.00 0.57 42.40 0.57 0.44 1.29 0.S7 0.00 0.57 42.45 0.57 0.44 1.29 0.56 0.00 0.56 42.SO 0.57 0.44 1.29 0.56 0.00 0.56 42.S5 0.S7 0.44 1.29 0.56 0.00 0.56 42.60 0.S7 0.44 1.29 0.S6 0.00 0.56 42.65 0.54 0.44 1.23 0.S6 0.00 0.56 42.70 0.51 0.44 1.16 0.56 0.00 0.56 42.7S 0.49 0.44 1.11 0.56 0.00 0.56 42.80 0.47 0.44 1.08 0.55 0.00 0.55 42.85 0.46 0.44 1.05 0.55 0.00 0.55 42.90 0.45 0.44 1.03 0.55 0.00 0.55 42.95 0.44 0.44 1.01 0.55 0.00 O.SS 43.00 0.44 0.44 0.99* 0.54 0.00 O.S4 43.05 0.43 0.44 0.98* 0.54 0.00 0.54 Page 17 BH-4 Liquefy.sum 43.10 0.43 0.44 0.97* 0.54 0.00 0.54 43.15 0.42 0.44 0.95* 0.53 0.00 0.53 43.20 0.42 0.44 0.94* 0.53 0.00 0.53 43.25 0.41 0.44 0.93* 0.53 0.00 0.53 43.30 0.41 0.44 0.92* 0.52 0.00 0.52 43.35 0.40 0.44 0.91* 0.52 0.00 0.52 43.40 0.40 0.44 0.90* 0.51 0.00 0. S 1 43.45 0.39 0.44 0.89* 0.51 0.00 0.51 43.50 0.39 0.44 0.88* 0.51 0.00 0.51 43.55 0.39 0.44 0.88* 0.50 0.00 0.50 43.60 0.38 0.44 0.87* 0.50 0.00 0.50 43.6S 0.38 0.44 0.86* 0.49 0.00 0.49 43.70 0.38 0.44 0.85* 0.49 0.00 0.49 43.75 0.37 0.44 0.85* 0.48 0.00 0.48 43.80 0.37 0.44 0.84* 0.48 0.00 0.48 43.85 0.37 0.44 0.83* 0.47 0.00 0.47 43.90 0.36 0.44 0.82* 0.47 0.00 0.47 43.9S 0.36 0.44 0.82* 0.46 0.00 0.46 44.00 0.36 0.44 0.81 * 0.46 0.00 0.46 44.05 0.35 0.44 0.80* 0.45 0.00 0.45 44.10 0.3 S 0.44 0.80* 0.44 0.00 0.44 44.15 0.35 0.44 0.79* 0.44 0.00 0.44 44.20 0.35 0.44 0.78* 0.43 0.00 0.43 44.25 0.34 0.44 0.78* 0.43 0.00 0.43 44.30 0.34 0.44 0.77* 0.42 0.00 0.42 44.35 0.34 0.44 0.77* 0.41 0.00 0.41 44.40 0.34 0.44 0.76* 0.41 0.00 0.41 44.45 0.33 0.44 0.76* 0.40 0.00 0.40 44.50 0.33 0.44 0.7S* 0.39 0.00 0.39 44.55 0.33 0.44 0.74* 0.39 0.00 0.39 44.60 0.33 0.44 0.74* 0.38 0.00 0.38 44.65 0.32 0.44 0.73* 0.37 0.00 0.37 44.70 0.32 0.44 0.73* 0.37 0.00 0.37 44.75 0.32 0.44 0.72* 0.36 0.00 0.36 44.80 0.32 0.44 0.72* 0.3S 0.00 0.35 44.85 0.32 0.44 0.71* 0.35 0.00 0.35 44.90 0.31 0.44 0.71* 0.34 0.00 0.34 44.95 0.31 0.44 0.70* 0.33 0.00 0.33 4S.00 0.31 0.44 0.70* 0.33 0.00 0.33 45.05 0.31 0.44 0.70* 0.32 0.00 0.32 45.10 0.31 0.44 0.70* 0.31 0.00 0.31 45.15 0.31 0.44 0.71* 0.31 0.00 0.31 45.20 0.31 0.44 0.71* 0.30 0.00 0.30 45.25 0.32 0.44 0.71* 0.29 0.00 0.29 45.30 0.32 0.44 0.72* 0.29 0.00 0.29 45.35 0.32 0.44 0.72* 0.28 0.00 0.28 45.40 0.32 0.44 0.73* 0.27 0.00 0.27 45.4S 0.32 0.44 0.73* 0.27 0.00 0.27 4S.50 0.32 0.44 0.73* 0.26 0.00 0.26 45.55 0.33 0.44 0.74* 0.25 0.00 0.25 4S.60 0.33 0.44 0.74* 0.25 0.00 0.25 45.6 S 0.33 0.44 0.74* 0.24 0.00 0.24 45.70 0.33 0.44 0.75* 0.23 0.00 0.23 45.75 0.33 0.44 0.75* 0.23 0.00 0.23 45.80 0.33 0.44 0.76* 0.22 0.00 0.22 Page 18 BH-4 Liquefy.sum 45.85 0.34 0.44 0.76-- 0.21 0.00 0.21 45.90 0.34 0.44 0.76* 0.21 0.00 0.21 45.95 0.34 0.44 0.77* 0.20 0.00 0.20 46.00 0.34 0.44 0.77* 0.20 0.00 0.20 46.05 0.34 0.44 0.78* 0.19 0.00 0.19 46.10 0.35 0.44 0.78* 0.18 0.00 0.18 46.15 0.3 S 0.44 0.79* 0.18 0.00 0.18 46.20 0.35 0.44 0.79* 0.17 0.00 0.17 46.25 0.3S 0.44 0.80* 0.17 0.00 0.17 46.30 0.3 S 0.44 0.80* 0.16 0.00 0.16 46.35 0.36 0.44 0.81* 0.15 0.00 0.15 46.40 0.36 0.44 0.81* 0.15 0.00 0.15 46.45 0.36 0.44 0.82* 0.14 0.00 0.14 46. SO 0.36 0.44 0.82* 0.14 0.00 0.14 46.55 0.37 0.44 0.83* 0.13 0.00 0.13 46.60 0.37 0.44 0.83* 0.13 0.00 0.13 46.6S 0.37 0.44 0.84* 0.12 0.00 0.12 46.70 0.37 0.44 0.84* 0.12 0.00 0.12 46.75 0.38 0.44 0.85* 0.11 0.00 0.11 46.80 0.38 0.44 0.85-- 0.11 0.00 0.11 46.85 0.38 0.44 0.86* 0.10 0.00 0.10 46.90 0.38 0.44 0.87* 0.10 0.00 0.10 46.95 0.39 0.44 0.87* 0.09 0.00 0.09 47.00 0.39 0.44 0.88* 0.09 0.00 0.09 47.05 0.39 0.44 0.88* 0.08 0.00 0.08 47.10 0.40 0.44 0.89* 0.08 0.00 0.08 47.15 0.40 0.44 0.90* 0.08 0.00 0.08 47.20 0.40 0.44 0.91 * 0.07 0.00 0.07 47.25 0.41 0.44 0.91* 0.07 0.00 0.07 47.30 0.41 0.44 0.92* 0.06 0.00 0.06 47.35 0.41 0.44 0.93* 0.06 0.00 0.06 47.40 0.42 0.44 0.94* 0.06 0.00 0.06 47.4S 0.42 0.44 0.95* 0.05 0.00 0.05 47.50 0.43 0.44 0.96* 0.05 0.00 0.05 47.SS 0.43 0.44 0.97* 0.05 0.00 0.05 47.60 0.44 0.44 0.99* 0.04 0.00 0.04 47.6S OAS 0.44 1.00 0.04 0.00 0.04 47.70 0.45 0.44 1.02 0.04 0.00 0.04 47.75 0.46 0.44 1.04 0.04 0.00 0.04 47.80 0.47 0.44 1.07 0.03 0.00 0.03 47.85 0.49 0.44 1.10 0.03 0.00 0.03 47.90 0.51 0.44 1.1 S 0.03 0.00 0.03 47.95 0.54 0.44 1.22 0.03 0.00 0.03 48.00 0.55 0.44 1.2 S 0.02 0.00 0.02 48.05 0.55 0.44 1.25 0.02 0.00 0.02 48.10 0.55 0.44 1.25 0.02 0.00 0.02 48.15 0.55 0.44 1.25 0.02 0.00 0.02 48.20 0.55 0.44 1.25 0.02 0.00 0.02 48.25 0.55 0.44 1.25 0.02 0.00 0.02 48.30 0.55 0.44 1.25 0.02 0.00 0.02 48.35 0.55 0.44 1.25 0.02 0.00 0.02 48.40 O. S 5 0.44 1.24 0.01 0.00 0.01 48.45 0.55 0.44 1.24 0.01 0.00 0.01 48.50 0.55 0.44 1.24 0.01 0.00 0.01 48.55 O.S5 0.44 1.24 0.01 0.00 0.01 Page 19 BH-4 Liquefy.sum 48.60 0.55 0.44 1.24 0.01 0.00 0.01 48.65 0.55 0.44 1.24 0.01 0.00 0.01 48.70 0.55 0.44 1.24 0.01 0.00 0.01 48.75 0.55 0.44 1.24 0.01 0.00 0.01 48.80 0.5 S 0.44 1.24 0.01 0.00 0.01 48.85 0.55 0.44 1.24 0.01 0.00 0.01 48.90 0.55 0.44 1.24 0.01 0.00 0.01 48.95 0.55 0.44 1.24 0.00 0.00 0.00 49.00 0. S S 0.44 1.24 0.00 0.00 0.00 49.05 0.55 0.44 1.24 0.00 0.00 0.00 49.10 0.5 5 0.44 1.24 0.00 0.00 0.00 49.15 0. S 5 0.44 1.24 0.00 0.00 0.00 49.20 0.55 0.44 1.24 0.00 0.00 0.00 49.25 0.55 0.44 1.24 0.00 0.00 0.00 49.30 0.55 0.44 1.24 0.00 0.00 0.00 49.3 S 0.55 0.44 1.24 0.00 0.00 0.00 49.40 0.55 0.44 1.24 0.00 0.00 0.00 49.45 0.55 0.44 1.24 0.00 0.00 0.00 49.50 0.55 0.44 1.24 0.00 0.00 0.00 49.55 0.55 0.44 1.24 0.00 0.00 0.00 49.60 0.5 5 0.44 1.24 0.00 0.00 0.00 49.65 0.55 0.44 1.24 0.00 0.00 0.00 49.70 0.55 0.44 1.24 0.00 0.00 0.00 49.75 0.55 0.44 1.24 0.00 0.00 0.00 49.80 0.55 0.44 1.24 0.00 0.00 0.00 49.85 0. S S 0.44 1.24 0.00 0.00 0.00 49.90 0.55 0.44 1.24 0.00 0.00 0.00 49.95 0. S 5 0.44 1.24 0.00 0.00 0.00 50.00 0.55 0.44 1.24 0.00 0.00 0.00 50.05 2.00 0.44 5.00 0.00 0.00 0.00 50.10 2.00 0.44 5.00 0.00 0.00 0.00 S0.15 2.00 0.44 5.00 0.00 0.00 0.00 50.20 2.00 0.44 5.00 0.00 0.00 0.00 50.25 2.00 0.44 5.00 0.00 0.00 0.00 50.30 2.00 0.44 5.00 0.00 0.00 0.00 50.35 2.00 0.44 5.00 0.00 0.00 0.00 50.40 2.00 0.44 5.00 0.00 0.00 0.00 50.45 2.00 0.44 5.00 0.00 0.00 0.00 50.50 2.00 0.44 5.00 0.00 0.00 0.00 50.55 2.00 0.44 5.00 0.00 0.00 0.00 50.60 2.00 0.44 5.00 0.00 0.00 0.00 50.65 2.00 0.44 5.00 0.00 0.00 0.00 50.70 2.00 0.44 5.00 0.00 0.00 0.00 50.75 2.00 0.44 5.00 0.00 0.00 0.00 50.80 2.00 0.44 5.00 0.00 0.00 0.00 50.85 2.00 0.44 5.00 0.00 0.00 0.00 50.90 2.00 0.44 5.00 0.00 0.00 0.00 S0.95 2.00 0.44 5.00 0.00 0.00 0.00 51.00 2.00 0.44 5.00 0.00 0.00 0.00 ----------------------------------------------------- * F.S.<1, Liquefaction Potential - Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. Page 20 BH-4 Liquefy.sum ----- -------------------------- --------------------------- ---------------- ------- 1 atm (atmosphere) = 1 tsf (ton/ft2) CRRm Cyclic resistance ratio from soils CSRsf Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRm/CSRsf S-sat Settlement from saturated sands S-dry Settlement from Unsaturated Sands S-all Total Settlement from Saturated and Unsaturated Sands NoLiq No -Liquefy Soils Page 21 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 o Q?,qF E Ssjo v Prepared by: G w G- No.84306 Michael Baker International ExP.Og/3o/21 5 Hutton Centre Dr, Suite 500 sl CIVI Santa Ana, CA 92707 qTF OF CAUF�R J N 152669 04IL-Q-o Michael Bak I N T E R N A T 1 0 N A L SilverRock Resort Citv ofLa Ouinta 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 Figure1: Vicinity Map................................................................................................................................................................... 4 Figure2: Project Location Map....................................................................................................................................................5 Figure3: Project Soils Map...........................................................................................................................................................6 Figure4: Land Use Plan.................................................................................................................................................................7 Figure5: Typical Street Section..................................................................................................................................................17 Figure 6: FlowMaster Halfstreet with Rolled Curb...................................................................................................................17 List of Tables Table1: Project Soils......................................................................................................................................................................2 Table2: Hydrologic Summary.....................................................................................................................................................10 Table3: Volume Comparison......................................................................................................................................................13 Table4: Storage Requirements...................................................................................................................................................14 Table 5: Existing/Proposed Basin Properties.............................................................................................................................15 Table6: Storm Drain Design Summary......................................................................................................................................16 Table7: Riprap Pad Design.........................................................................................................................................................18 October 2017 i Michael Baker International SilverRock Resort Citv ofLa Ouinta 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: F1owMaster Calculations Appendix E: HELE Catch Basin Calculations October 2017 2 Michael Baker International SilverRock Resort Citv ofLa Ouinta 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 October 2017 1 Michael Baker International SilverRock Resort Citv ofLa Ouinta • 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% October 2017 2 Michael Baker International SilverRock Resort Citv ofLa Ouinta Summary by Map unit — Riverside County, Coachella Valley Area, California (CA680) 0 Map unit cyn 1-1 Map unit name Rating Acres in AOI Percent of AOl CpA Coachella fine sand, 0 to 2 percent slopes A 82.2 6.2% GbA Gilman fine sandy loam, 0 to 2 percent slopes 0 228.5 17.2% Gb8 Gelman fine sandy loam, 2 to 5 percent slopes e 13.1 1.0% GeA Gilman sdr loam, 0 to 2 percent slopes 0 6 6 0 5% Ip Inlio fine sandy loam a 42.6 3.2% Is Indio very fine sandy loam E 379.8 28.6% MaB Myoma fine sand, 0 to 5 percent slopes A 174.3 13 1% MaD Myoma fine sand, 5 to 15 percent slopes A 0.1 0.0% RO Rock wtc,np 387_1 29.1% RU Rubble land 109 0 8% 'dV Water 2 5 0.2% Totals for Area of Interest 1,327.7 180.0% 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. October 2017 3 Michael Baker International SilverRock Resort Citv ofLa Ouinta Figure 1: Vicinity Map mile, . IY11•ry w,v &InA� V.PIr Alm byn ■ � � V•CEI•NecTa rr Rwunu a.• it uyuGAG ••1'rv4 � — We+M'utl n-.:ir ,c h•:a rul� -:.hn11i r 0 r. •` �V-. flannc• vu :1rd Are'. •• G �J,prwet �r e V NW M. r �Ite ]tlt4 Mt n. Mvi;/FONnru n i O G (Tg �..,•,.-.. � •Aaaa i? 4 wyntl.ln•1 '1.,. SistAY' o L■ Q nt;%3 luw Y PTtl Celr(nu gH• �tearV.NA+ ►+AF arN p•xon^�.� .i■tww wll`� 0@ Z :Ile senors i ■ t`mi �l tiA•• - +e "m -$yi Ot _Y-si'. Fg • 9 _ i.�yi ' a E i� s♦ � ■ t.r:. - iM �.■.�a.� --3481 Ave � � ibcr4rA�acT o % i uylF. ii Cian ira.•.., ) �dv YIN � S s Lw T o ad9 w 3 Cd1 11. �i Nv 5 ? _ C b Wr,nn 7 R r.u,tnk •'iq 0 Je s Legend Project Location June 2017 4 Michael Baker International Oqk-.. 16 f. IK t Figure 3: Project Soils Map 5&,M IT 5653M 565600 565900 56671)0 %6500 EI FpScalw 1:16.600iprvttedmAbndsmpe(ll"xo-5)4vmt a N Meets 0 ZQI 400 am120D 0 500 1000 Z000 3000 A Pam^: V2b Nor Core madras: VVGSBf Ed92 bet: UIM Zme 11N VJCE84 of La Ouinta s6®00 5671M 557400 SilverRock Resort ,r uCUll;ittx 9 m 9 June 2017 6 Michael Baker International AVENUE 52 T 1A 3A M1-M2 1 0=, M3 B N1-N2-N3 low 'rolfr- 02 E C— M D n Q1 TI m G P1 0 Az H (n X K F M `-� S 1 11 �I I R1 T1 R2 I AVENUE 54 Legend Basin Drainage Area Landuse Commercial Golf 1 /4 Acre Lot Residential Offsite Water Sources: Esri, HERE, DeLorme, USGS, Intermap, increment P Corp., NRCAN, Esri Japan, METI, Esri China (Hong Kong), Esri (Thailand), TomTom, Mapmylndia, © OpenStreetMap contributors, and the GIS User Community INTERNATIONAL N 1,500 750 0 1,500 Feet A SILVERROCK RESORT LAND USE PLAN SilverRock Resort Citv ofLa Ouinta 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 October 2017 8 Michael Baker International Where: SilverRock Resort Citv ofLa Ouinta 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. October 2017 9 Michael Baker International SilverRock Resort Citv ofLa Ouinta 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, 21), 31), 41), 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 7 8.18 1 12.07 18.08 C Node 206 3.50 3.91 5.81 9.28 Node 1214 11.10 15.30 21.87 33.49 Node 1302 1.51 3.15 4.45 6.72 D 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 Node 758 6.90 7.94 11.77 18.68 1 Node 758 6.30 6.54 9.62 15.13 Node 758 2.02 1.19 1.91 3.27 i Node 806 38.50 35.29 53.46 86.97 Node 308 9.90 13.56 19.31 29.43 M Node 322 3.29 3.98 5.84 9.17 Node 407 12.50 20.05 28.31 42.78 Node 407 6.40 6.20 9.15 14.49 N 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 October 2017 10 Michael Baker International SilverRock Resort Citv ofLa Ouinta 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 Node 606 10.00 8.06 11.94 19.38 P Node 623 1.8 1.95 2.9 4.65 Q Node 815 7.9 6.68 9.93 16 Node 673 3.6 4.25 6.24 9.78 Node 673 9.10 9.29 14.13 22.88 R 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 Node 663 6.30 6.47 9.51 14.96 T 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. October 2017 11 Michael Baker International SilverRock Resort Citv ofLa Ouinta • 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. October 2017 12 Michael Baker International SilverRock Resort City of La Quinta 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 1 21.40 0.21 0.13 1.45 1.85 2.06 2.34 2.59 3.30 3.67 4.17 1 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. (lhr = 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. October 2017 13 Michael Baker International SilverRock Resort City of La Quinta 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. Notes: Table 4: Storage Requirements Area Designation Debris volume (Ac-ft) Runoff Volume 100-yr t) (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 1 - 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 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. October 2017 14 Michael Baker International SilverRock Resort City of La Quinta 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 0-2 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 1 2.0 4.7 Note: Drawdown is N/A for existing lakes because they will not have infiltration. October 2017 15 Michael Baker International SilverRock Resort City of La Quinta 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 1 ft 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 Stati 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 I 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. October 2017 16 Michael Baker International SilverRock Resort City of La Quinta Figure 5: Typical Street Section R/W 10' PUE 31, 10' PUE � 0.5' i 15' 15' I 8 1 e I I 22 I2XI I it/ ... z� /, ,. SILVERROCK WAY TYPICAL STREET SECTIONS NTS 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 0.50 0.40 0.30 c 0.20 m w 0.10 0.00 -0.10 -0.20 0+00 0+01 0+02 0+03 O+G4 0+05 0+06 0+07 0+08 0+09 0+10 0+11 0+12 0+13 0+14 0+15 Stati o n 3.3 Catch Basin Calculations 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 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. October 2017 17 Michael Baker International SilverRock Resort City of La Quinta 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 1 ft 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) October 2017 18 Michael Baker International SilverRock Resort City of La Quinta 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) October 2017 19 Michael Baker International SilverRock Resort City of La Quinta Exhibit 1 Proposed Hydrology Map June 2017 Michael Baker International MATCHLINE (SEE RIGHT) 01 //--_LIMITS \ / GRADING -----a'� ------ 801 810 813 I \ J-2 „RARING \ `'n, I I \\ Q-4 /'\ \ V B-1 / \ /� / �/ /s �� `\\\ \-\ , 321 23.00 \\ \\ 5 601 14.1 / 0.17 6.14 I, 0.36 C-1 \ <\ / \ I\ ® Q-1 CB-22 CB-23 37. ' - la - 1 .00 % 410 33.0 CB 20 11 201 36 20 I/ I% /% < 44.00 30o M_9 I W J-3 Z o 0.22 0 4.81 206 28. 1 � 4 � en `��;a 0 \ I ` \ \ 1800 II 5\�e�oy 0\\\` 1 0P4.JSg� \\\`a \ op � 1 6.4 25. 320 = I I \ S CB-14 II I , S�o�P \�� 25.4 LIMITS 420 OF G 803 70 `� s CQ c ADIN`\ \ LAKE- 1 1 CB-15 OTTOM CB-2 / / 14.10 \\ I ti° \\ 0.62 104 30.50 2c \ \\\ 27.00 / \ 205 3os M-7 //1 1_6 J-5 a.00 sts ` 8.20 0.23 ,� N-9 �o n - c6- \ ay�\ / _roP aorro 405 23 sU 431 0.68 6.39 411 zz a� �_ - \ 0.5a P-3 7 50 I P 605 B-4 < ? CB-16 so2 r - lTm ON BASIN "B" P_5 I \\ 0.88 � 6.28 400 0.21 a 4oa ce-s N_6 \ \ I 0-1 / ' 12.75 soa P-4 sz3 S P-5 ezz a. RA G 32.50 103 24.20 J_8 0.36 QQ J-14 9s I I I z .zo 0.19 sos 0.15 o.o0 ' N-3 0� �. 4 Z0.08 C-4 0.23 \9F z2 26.0 W2 13 c s.,o I \ 1.13 203 3s.00 PAD 29. N-I I I RADNG CB-24 806 I� 1P49 I s21 10. o B-3 204 35.00 302 / � '' 0.23 26.0 \ J. \ 24. 12 00 - � - - - - CB-25 724 .87 \ �` ,r t2oo \\ , 309 403 � � �,I I 583 1s. 0 718 � eo7 .00 N-4 J-11 I LIM°IF S \ � - \ 0 401 9. CB-8 \ � 506 13. 0-2 `\ � 21 GRADING 35.00 7.91 500 \ c N-10 LAK r\ \ 1201 27 • \\ ppp 0 , 29 50g t . ao I VATER ELEV=IB.G _ A 0 o E 0 JUU TENTIO ASIN "E �-1 /D-1 O 7.77 r N-14 0.23 9 I-2 _ D-2 502-ce-7 A _. \ / I I-1 /NEW LAKE � 0.93 �N-12 21 24.20 set 2s. o _ yJ . 1.04 SAI �� 2.55 WATER ELEV=10.0 � I ,.o\ / N-15 11 ��, 503 0.23 ETENnoN easrN� 1 2zs . Tz� / I-4 ILLI 30.00 / • °° 5s3 � ° U 2 2 �. 0.25 � 558 I P-1 / 0.73 � 1zo2 p-5 �� 5so so 7 9. w 1.08 \` tzo3 2s.00 \ 4. N-17 ,.a 555 N-19 / LIMIT- ---- OF 4.53 GCB-s 0.12 z - 26.o a GRADING I a 1.35 / 757 1-8 MATS - - - - - - „.40 I sot 9.G 758 2. 02 O I-6 S-2 o 0 ( � D_6 D_4 GRADING °� NG �_ �^ � 4.08 / I � � � l 2.33 ' 1.34 \ I 1 1 48 2.1$ 02a.5o MATCHLINE (SEE RIGHT) `� - / / ' o Q 0 I 1212•24' 1300 II 8.20 - c D-8 13.50 762 0 / 664 / /' \ \ W LL / / I �/ / n / 1761 z. 758 / r / N 1214 1.51 1301 23.00 _ / II ° 651 N - 1213 1..1.. T 13.so 701 I-7 0l T-3 r I LIMITS J 1401 0 1601 24.00OF \ l ORROW S pp GRADING 1 0 22.45 1302 1502 I 2.19 / / ys 8.5 Q 1402 W R_6 � , / ��o I 1 / LL 2i i D-11 W 3 I �' s.ao LL LIMITS 1.03 1o.so 1.94 / / I \ OF W 10.80 680 / / 702 6s e.o 0.49 Z i / J 3.26 GRAD! N� I VV \ I \ 24 O 1400 �\ G ADING OF LIMITS �_5 / p J .ao tsoo 154 25. // R-7 / %/ / 1 90 \I ` 673 5.84 6.5 663 6.8.90 / / R-8 2. 673 / \ 662 r \ 11. 1.78 /R-4 7.20 \\ o L 681 R-2 R-1 41 .9 fiat saes.00 45N 2.18 0. 37 Vol a.2o T-2 Ln - o 0. 98 8 ' 680 671 672 670 3. 07 -- 7 o 7.97 - t to3 � 0 0 0 LEGEND DRAINAGE BOUNDARY - - - - SUBAREA BOUNDARY FLOW PATH 0 w ('IA SUBAREA DESIGNATION 2.22 AREA ( ACRES) �n 0 i u 1000 HYDROLOGY NODE w Q X 0 w co 11.50 NODE ELEVATION 0 E PROPOSED CATCH BASIN cn i 0 0 Q u i MichaelQo 300 150 0 300 600 90iii%iiiiiiij0 PRELIMINARY HYDR%n.JL0u0-%Y MAP IN L0 INTERNATIONAL 14725 Alton Parkway, Irvine, CA 92618 SCALE: 1 "=300' Phone: (949) 472-3505 - MBAKERINTL.COM SILVERROCK REStORT a i SilverRock Resort City of La Quinta Exhibit 2 Drainage Area Map June 2017 Michael Baker International AVENUE 52 1A 3A M1-M2 C M3 i B N 1-N2-N3 0 02 1 - n E C— M D n Q1 -n m G P1 O Az H W K F� m m S1 11 R1 T1 R2 AVENUE 54 Legend Basin Drainage Area - Storage Sources: Esri, HERE, DeLorme, USGS, Intermap, increment P Corp., NRCAN, Esri Japan, METI, Esri China (Hong Kong), Esri (Thailand), TomTom, Mapmylndia, © OpenStreetMap contributors, and the GIS User Community INTERNATIONAL N 1,600 800 0 1,600 Feet A SILVERROCK RESORT DRAINAGE AREA MAP Exhibit 2 SilverRock Resort City of La Quinta Appendix A Hydrology Calculations June 2017 Michael Baker International 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.* UNIT-HYDROGRAPH MODEL SELECTIONS/PARAMETERS: WATERSHED LAG = 0.80 * To 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) = 230.0 UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 36.20 ELEVATION DIFFERENCE(FEET) = 2.30 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.36 SUBAREA RUNOFF(CFS) = 0.52 1.948 Runoff SCS Tc Coefficient CN (MIN.) 0.7426 56 8.68 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: SRIORMIN.RES Page 1 Date: 07/13/2016 File name: SRIORMIN.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 To 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) = 160.0 UPSTREAM ELEVATION(FEET) = 38.00 DOWNSTREAM ELEVATION(FEET) = 36.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 SUBAREA RUNOFF(CFS) = 0.39 2.138 Runoff SCS To Coefficient CN (MIN.) 0.7520 56 7.18 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 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: SRIORMIN.RES Page 3 1 1 Date: 07/13/2016 File name: SRIORMIN.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 ---------------------------------------------------------------------------- »»>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: SRIORMIN.RES Page 5 Date: 07/13/2016 File name: SRIORMIN.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) = 300.0 UPSTREAM ELEVATION(FEET) = 39.00 DOWNSTREAM ELEVATION(FEET) = 34.50 ELEVATION DIFFERENCE(FEET) = 4.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.85 SUBAREA RUNOFF(CFS) = 1.21 1.924 Runoff SCS Tc Coefficient CN (MIN.) 0.7414 56 8.90 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 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 To 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 To 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 NUMBER (CFS) (MIN.) 1 3.93 15.47 2 4.12 18.15 INTENSITY (INCH/HOUR) 1.468 1.357 Date: 07/13/2016 File name: SRIORMIN.RES Page 7 Date: 07/13/2016 File name: SRIORMIN.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) = 735.0 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 17.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.29 SUBAREA RUNOFF(CFS) = 0.48 1.912 Runoff SCS Tc Coefficient CN (MIN.) 0.8681 56 9.02 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 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 705.0 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 8.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.06 SUBAREA RUNOFF(CFS) = 1.65 1.798 Runoff SCS Tc Coefficient CN (MIN.) 0.8669 56 10.23 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 9 1 1 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 **************************************************************************** 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) = 413.0 UPSTREAM ELEVATION(FEET) = 30.00 DOWNSTREAM ELEVATION(FEET) = 26.00 ELEVATION DIFFERENCE(FEET) = 4.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 2.15 SUBAREA RUNOFF(CFS) = 3.67 1.966 Runoff SCS Tc Coefficient CN (MIN.) 0.8687 56 8.53 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) _ 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 = 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 = 22.25 1 522.00 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 11 1 1 Date: 07/13/2016 File name: SR10RMIN.RES Page 12 ELEVATION DIFFERENCE(FEET) = 7.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.715 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS To 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) _ 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 = 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 = 22.25 1 900.00 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) = 338.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.39 SUBAREA RUNOFF(CFS) = 0.64 1.894 Runoff SCS To Coefficient CN (MIN.) 0.8679 56 9.20 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.64 **************************************************************************** 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) _ 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 = 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 = 22.25 1 401.00 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 To 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 13 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) 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 = 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 = 22.00 1 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) = 1000.0 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 23.75 ELEVATION DIFFERENCE(FEET) = 20.25 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.56 SUBAREA RUNOFF(CFS) = 0.86 1.777 Runoff SCS Tc Coefficient CN (MIN.) 0.8666 56 10.48 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 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) = 404.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.16 SUBAREA RUNOFF(CFS) = 0.26 1.849 Runoff SCS Tc Coefficient CN (MIN.) 0.8674 56 9.67 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 15 1 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) = 634.0 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 13.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.82 SUBAREA RUNOFF(CFS) = 3.07 1.945 Runoff SCS Tc Coefficient CN (MIN.) 0.8685 56 8.71 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. ** 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.) _ TOTAL AREA(ACRES) = 11.2 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 11.48 302.00 = 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) 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 = 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 = 21.50 1 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) = 397.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.46 SUBAREA RUNOFF(CFS) = 0.73 1.834 Runoff SCS Tc Coefficient CN (MIN.) 0.8673 56 9.82 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 17 1 1 Date: 07/13/2016 File name: SR10RMIN.RES Page 18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.73 LONGEST FLOWPATH FROM NODE 408.00 TO NODE 403.00 = 411.00 FEET. **************************************************************************** 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) = 411.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.80 SUBAREA RUNOFF(CFS) = 1.26 1.815 Runoff SCS Tc Coefficient CN (MIN.) 0.8671 56 10.03 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 To 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 **************************************************************************** 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) _ 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 = 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 = 22.00 1 441.00 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) = 746.0 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 8.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 3.52 SUBAREA RUNOFF(CFS) = 5.39 1.768 Runoff SCS Tc Coefficient CN (MIN.) 0.8665 56 10.58 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 19 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) = 402.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.17 SUBAREA RUNOFF(CFS) = 0.27 1.851 Runoff SCS Tc Coefficient CN (MIN.) 0.8675 56 9.64 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 UPSTREAM ELEVATION(FEET) = 28.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 5.73 SUBAREA RUNOFF(CFS) = 8.82 1.775 Runoff SCS Tc Coefficient CN (MIN.) 0.8666 56 10.49 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 TOMIN.) = 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) = 418.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.16 SUBAREA RUNOFF(CFS) = 0.25 1.830 Runoff SCS Tc Coefficient CN (MIN.) 0.8672 56 9.86 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.25 **************************************************************************** Date: 07/13/2016 File name: SR10RMIN.RES Page 21 1 1 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 To 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. **************************************************************************** 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) = 549.0 UPSTREAM ELEVATION(FEET) = 27.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 4.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 4.02 SUBAREA RUNOFF(CFS) = 6.30 1.808 Runoff SCS To Coefficient CN (MIN.) 0.8670 56 10.11 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) _ 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 = 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 = 22.25 1 705.00 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 23 1 1 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) = 513.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.49 SUBAREA RUNOFF(CFS) = 0.71 1.675 Runoff SCS Tc Coefficient CN (MIN.) 0.8654 56 11.82 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 0.71 **************************************************************************** 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) ««< ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) _ 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 = PIPE-FLOW(CFS) = 0.71 PIPE TRAVEL TIME(MIN.) = 0.52 TOMIN.) = 12.33 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 508.00 = 22.25 1 584.00 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) = 620.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.67 SUBAREA RUNOFF(CFS) = 2.20 1.523 Runoff SCS Tc Coefficient CN (MIN.) 0.8633 56 14.36 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 25 Date: 07/13/2016 File name: SR10RMIN.RES Page 26 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 508.00 = 738.00 FEET. LONGEST FLOWPATH FROM NODE 506.00 TO NODE 511.00 = 755.00 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 **************************************************************************** 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) = 382.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.86 SUBAREA RUNOFF(CFS) = 1.40 1.879 Runoff SCS Tc Coefficient CN (MIN.) 0.8678 56 9.35 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 27 1 1 Date: 07/13/2016 File name: SR10RMIN.RES Page 28 DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP COMMERCIAL B SUBAREA RUNOFF(CFS) = 1.14 TOTAL AREA(ACRES) = 0.71 AREA Runoff SCS Tc (ACRES) Coefficient CN (MIN.) 0.71 0.8675 56 9.59 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 To 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 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) = 396.0 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.01 SUBAREA RUNOFF(CFS) = 1.52 1.737 Runoff SCS To Coefficient CN (MIN.) 0.8661 56 10.97 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) = 552.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.62 SUBAREA RUNOFF(CFS) = 2.21 1.576 Runoff SCS Tc Coefficient CN (MIN.) 0.8641 56 13.39 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 29 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) = 92.0 UPSTREAM ELEVATION(FEET) = 22.50 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.07 SUBAREA RUNOFF(CFS) = 0.15 2.493 Runoff SCS To Coefficient CN (MIN.) 0.8734 56 5.25 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 To INTENSITY AREA 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 TOMIN.) = 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) _ 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 = 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 = 21.25 1 894.00 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) = 238.0 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 21.00 ELEVATION DIFFERENCE(FEET) = 5.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL 2.081 Runoff SCS To Coefficient CN (MIN.) Date: 07/13/2016 File name: SR10RMIN.RES Page 31 Date: 07/13/2016 File name: SR10RMIN.RES Page 32 "S.F. 1/4 ACRE LOT" B SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 1.66 1.66 0.7493 56 7.59 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. **************************************************************************** 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) = 935.0 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 15.00 ELEVATION DIFFERENCE(FEET) = 11.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.06 SUBAREA RUNOFF(CFS) = 8.67 1.504 Runoff SCS Tc Coefficient CN (MIN.) 0.7152 56 14.73 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) _ 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 = 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 = 14.75 1 956.00 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 33 1 1 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) 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 = 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 = 12.00 1 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««< ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 708.0 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 14.00 ELEVATION DIFFERENCE(FEET) = 8.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.32 SUBAREA RUNOFF(CFS) = 7.20 1.582 Runoff SCS Tc Coefficient CN (MIN.) 0.7207 56 13.28 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 To 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 35 1 1 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) 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 = 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 = 12.00 1 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««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 12.00 DOWNSTREAM(FEET) 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 = 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 = 8.15 1 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) = 1000.0 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 11.75 ELEVATION DIFFERENCE(FEET) = 10.25 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.74 SUBAREA RUNOFF(CFS) = 9.12 1.464 Runoff SCS Tc Coefficient CN (MIN.) 0.7123 56 15.55 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 TOMIN.) = 16.59 LONGEST FLOWPATH FROM NODE 712.00 TO NODE 715.00 = 1389.00 FEET. Date: 07/13/2016 File name: SR10RMIN.RES Page 37 1 1 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 To 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 To 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. ** 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.) _ TOTAL AREA(ACRES) = 28.0 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 18.14 716.00 = 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 TOMIN.) = 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) = 295.0 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 8.00 ELEVATION DIFFERENCE(FEET) = 1.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.08 SUBAREA RUNOFF(CFS) = 0.14 1.971 Runoff SCS Tc Coefficient CN (MIN.) 0.8688 56 8.48 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) = 0.14 **************************************************************************** Date: 07/13/2016 File name: SR10RMIN.RES Page 39 1 1 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) = 1000.0 UPSTREAM ELEVATION(FEET) = 19.00 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 8.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.93 SUBAREA RUNOFF(CFS) = 7.08 1.438 Runoff SCS Tc Coefficient CN (MIN.) 0.7103 56 16.15 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) 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 = 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 = 8.25 1 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 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) 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 = 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 = 8.00 1 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) = 143.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 11.00 ELEVATION DIFFERENCE(FEET) = 1.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 SUBAREA RUNOFF(CFS) = 0.39 2.149 Runoff SCS Tc Coefficient CN (MIN.) 0.7525 56 7.11 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 41 1 1 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. ** 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 TOMIN. ) _ TOTAL AREA(ACRES) = 37.1 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 18.19 723.00 = 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) 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 = 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 = 6.87 1 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) = 300.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.50 ELEVATION DIFFERENCE(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.02 SUBAREA RUNOFF(CFS) = 1.39 1.849 Runoff SCS Tc Coefficient CN (MIN.) 0.7373 56 9.66 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 43 1 1 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 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 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) = 300.0 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 12.00 ELEVATION DIFFERENCE(FEET) = 2.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.76 SUBAREA RUNOFF(CFS) = 1.02 1.817 Runoff SCS Tc Coefficient CN (MIN.) 0.7354 56 10.01 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 **************************************************************************** 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 To 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 45 1 1 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) 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 = 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 = 8.50 1 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 UPSTREAM ELEVATION(FEET) = 12.00 DOWNSTREAM ELEVATION(FEET) = 10.25 ELEVATION DIFFERENCE(FEET) = 1.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.64 SUBAREA RUNOFF(CFS) = 0.97 2.022 Runoff SCS Tc Coefficient CN (MIN.) 0.7464 56 8.05 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 47 1 1 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 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 49 1 1 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) = 330.0 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.75 ELEVATION DIFFERENCE(FEET) = 2.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.87 SUBAREA RUNOFF(CFS) = 1.14 1.783 Runoff SCS Tc Coefficient CN (MIN.) 0.7335 56 10.40 TOTAL AREA(ACRES) = 0.87 TOTAL RUNOFF(CFS) = 1.14 **************************************************************************** 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 51 1 1 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 To 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) 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 = 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 = 7.25 1 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) = 371.0 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.11 SUBAREA RUNOFF(CFS) = 1.41 1.737 Runoff SCS To Coefficient CN (MIN.) 0.7307 56 10.97 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««< »»>(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 53 Date: 07/13/2016 File name: SR10RMIN.RES Page 54 SUBAREA To AND LOSS RATE DATA(AM DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP RESIDENTIAL "S.F. 1/4 ACRE LOT" B SUBAREA RUNOFF(CFS) = 1.29 TOTAL AREA(ACRES) = 1.01 II): AREA Runoff SCS To (ACRES) Coefficient CN (MIN.) 1.01 0.7309 56 10.92 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) _ 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) _ **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 To AND LOSS RATE DATA(AMC II): 8.50 0.0150 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 ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 2.13 15.03 2 2.65 13.54 INTENSITY AREA (INCH/HOUR) (ACRE) 1.489 1.79 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 To 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 TOMIN.) = 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) _ 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 = 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 = 7.75 1 871.00 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) = 335.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 3.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL 1.818 Runoff SCS To Coefficient CN (MIN.) Date: 07/13/2016 File name: SR10RMIN.RES Page 55 Date: 07/13/2016 File name: SR10RMIN.RES Page 56 "S.F. 1/4 ACRE LOT" B SUBAREA RUNOFF(CFS) = 1.93 TOTAL AREA(ACRES) = 1.44 1.44 0.7355 56 10.00 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) = 384.0 UPSTREAM ELEVATION(FEET) = 11.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 2.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.93 SUBAREA RUNOFF(CFS) = 2.37 1.689 Runoff SCS To Coefficient CN (MIN.) 0.7278 56 11.61 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 To 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 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 To 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 TOMIN.) = 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) _ 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 = 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 = 7.97 1 591.00 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) = 180.0 UPSTREAM ELEVATION(FEET) = 60.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 33.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.53 SUBAREA RUNOFF(CFS) = 3.41 2.553 Runoff SCS To Coefficient CN (MIN.) 0.8738 56 5.00 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 57 Date: 07/13/2016 File name: SR10RMIN.RES Page 58 ELEVATION DATA: UPSTREAM(FEET) = 27.00 DOWNSTREAM(FEET) _ 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 = 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 = 26.00 1 630.00 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) _ 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 = 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 = 24.00 1 990.00 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 To 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) ««< ELEVATION DATA: UPSTREAM(FEET) = 24.00 DOWNSTREAM(FEET) 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 = 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 = 22.50 1 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) = 370.0 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 30.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 2.73 SUBAREA RUNOFF(CFS) = 4.19 1.772 Runoff SCS Tc Coefficient CN (MIN.) 0.8666 56 10.53 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) _ 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 = 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 = 24.00 1 715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1206.00 TO NODE 1206.00 IS CODE = 81 Date: 07/13/2016 File name: SR10RMIN.RES Page 59 1 1 Date: 07/13/2016 File name: SR10RMIN.RES Page 60 -------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< 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 To 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 ---------------------------------------------------------------------------- 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) 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 = 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 = 22.10 1 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 61 1 1 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) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.51 SUBAREA RUNOFF(CFS) = 3.15 2.391 Runoff SCS To Coefficient CN (MIN.) 0.8726 56 5.72 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) = 247.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.49 SUBAREA RUNOFF(CFS) = 0.85 1.996 Runoff SCS Tc Coefficient CN (MIN.) 0.8690 56 8.26 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 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) = 133.0 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 0.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 2.42 SUBAREA RUNOFF(CFS) = 4.72 2.237 Runoff SCS Tc Coefficient CN (MIN.) 0.8713 56 6.55 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) _ 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 = 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 = 22.25 1 158.00 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) = 427.0 UPSTREAM ELEVATION(FEET) = 25.00 DOWNSTREAM ELEVATION(FEET) = 24.00 ELEVATION DIFFERENCE(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.03 SUBAREA RUNOFF(CFS) = 1.52 1.699 Runoff SCS Tc Coefficient CN (MIN.) 0.8657 56 11.48 TOTAL AREA(ACRES) = 1.03 TOTAL RUNOFF(CFS) = 1.52 Date: 07/13/2016 File name: SR10RMIN.RES Page 63 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) _ 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 = 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 = 23.00 1 527.00 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) = 1000.0 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 13.50 ELEVATION DIFFERENCE(FEET) = 9.50 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.36 SUBAREA RUNOFF(CFS) = 0.51 1.650 Runoff SCS Tc Coefficient CN (MIN.) 0.8650 56 12.19 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) _ 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) _ **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 7.00 0.0150 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) = 410.0 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 7.00 ELEVATION DIFFERENCE(FEET) = 4.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.14 SUBAREA RUNOFF(CFS) = 0.24 1.970 Runoff SCS Tc Coefficient CN (MIN.) 0.8688 56 8.49 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 65 Date: 07/13/2016 File name: SR10RMIN.RES Page 66 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ** CONFLUENCE DATA ** STREAM RUNOFF Tc NUMBER (CFS) (MIN.) 1 0.86 21.31 2 0.24 8.49 INTENSITY AREA (INCH/HOUR) (ACRE) 1.255 0.68 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 To 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) 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 = 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 = 6.75 1 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 ---------------------------------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.0 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 6.75 ELEVATION DIFFERENCE(FEET) = 4.25 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.16 SUBAREA RUNOFF(CFS) = 0.28 1.982 Runoff SCS To Coefficient CN (MIN.) 0.8689 56 8.39 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) = 223.0 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 6.75 ELEVATION DIFFERENCE(FEET) = 2.75 10 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.09 SUBAREA RUNOFF(CFS) = 0.18 2.271 Runoff SCS Tc Coefficient CN (MIN.) 0.8716 56 6.35 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 67 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 LAND USE GROUP (ACRES) Coefficient RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.27 0.7623 SUBAREA RUNOFF(CFS) = 2.30 TOTAL AREA(ACRES) = --------------------------- 1.27 TOTAL RUNOFF(CFS) _ 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 SCS Tc CN (MIN.) 56 5.80 2.30 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.* 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) = 230.0 UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 36.20 ELEVATION DIFFERENCE(FEET) = 2.30 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.36 SUBAREA RUNOFF(CFS) = 0.76 2.731 Runoff SCS Tc Coefficient CN (MIN.) 0.7752 56 8.68 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 1 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 To 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) = 160.0 UPSTREAM ELEVATION(FEET) = 38.00 DOWNSTREAM ELEVATION(FEET) = 36.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 SUBAREA RUNOFF(CFS) = 0.56 2.997 Runoff SCS To Coefficient CN (MIN.) 0.7835 56 7.18 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 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 3 1 1 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 ---------------------------------------------------------------------------- »»>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 5 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) = 300.0 UPSTREAM ELEVATION(FEET) = 39.00 DOWNSTREAM ELEVATION(FEET) = 34.50 ELEVATION DIFFERENCE(FEET) = 4.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.85 SUBAREA RUNOFF(CFS) = 1.77 2.697 Runoff SCS Tc Coefficient CN (MIN.) 0.7741 56 8.90 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 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 To 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 To 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 NUMBER (CFS) (MIN.) 1 5.87 14.84 2 6.15 17.31 INTENSITY (INCH/HOUR) 2.099 1.947 Date: 07/13/2016 File name: SR25RMIN.RES Page 7 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) = 735.0 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 17.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.29 SUBAREA RUNOFF(CFS) = 0.68 2.680 Runoff SCS To Coefficient CN (MIN.) 0.8747 56 9.02 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 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) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.06 SUBAREA RUNOFF(CFS) = 2.33 2.520 Runoff SCS To Coefficient CN (MIN.) 0.8736 56 10.23 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 9 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 **************************************************************************** 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) = 413.0 UPSTREAM ELEVATION(FEET) = 30.00 DOWNSTREAM ELEVATION(FEET) = 26.00 ELEVATION DIFFERENCE(FEET) = 4.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 2.15 SUBAREA RUNOFF(CFS) = 5.18 2.755 Runoff SCS Tc Coefficient CN (MIN.) 0.8752 56 8.53 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) _ 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 = 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 = 22.25 1 522.00 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 11 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) _ 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 = 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 = 22.25 1 900.00 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) = 338.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.39 SUBAREA RUNOFF(CFS) = 0.91 2.655 Runoff SCS Tc Coefficient CN (MIN.) 0.8745 56 9.20 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 0.91 **************************************************************************** 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) _ 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 = 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 = 22.25 1 401.00 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 13 1 1 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) = 1000.0 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 23.75 ELEVATION DIFFERENCE(FEET) = 20.25 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.56 SUBAREA RUNOFF(CFS) = 1.22 2.490 Runoff SCS Tc Coefficient CN (MIN.) 0.8733 56 10.48 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 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) = 404.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.16 SUBAREA RUNOFF(CFS) = 0.36 2.591 Runoff SCS Tc Coefficient CN (MIN.) 0.8741 56 9.67 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 15 1 1 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) = 634.0 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 13.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.82 SUBAREA RUNOFF(CFS) = 4.34 2.726 Runoff SCS Tc Coefficient CN (MIN.) 0.8750 56 8.71 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 ** 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.) _ TOTAL AREA(ACRES) = 11.2 LONGEST FLOWPATH FROM NODE 303.00 TO NODE 11.46 302.00 = 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) 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 = 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 = 21.50 1 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) = 397.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.46 SUBAREA RUNOFF(CFS) = 1.03 2.570 Runoff SCS Tc Coefficient CN (MIN.) 0.8739 56 9.82 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 17 1 1 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) = 411.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.80 SUBAREA RUNOFF(CFS) = 1.78 2.544 Runoff SCS Tc Coefficient CN (MIN.) 0.8738 56 10.03 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) _ 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 = 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 = 22.00 1 441.00 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) = 746.0 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 8.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 3.52 SUBAREA RUNOFF(CFS) = 7.62 2.478 Runoff SCS Tc Coefficient CN (MIN.) 0.8733 56 10.58 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) = 402.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.17 SUBAREA RUNOFF(CFS) = 0.39 2.595 Runoff SCS To Coefficient CN (MIN.) 0.8741 56 9.64 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 25 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.488 SUBAREA To 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) _ 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 = PIPE-FLOW(CFS) = 12.45 PIPE TRAVEL TIME(MIN.) = 0.48 TOMIN.) = 10.98 LONGEST FLOWPATH FROM NODE 406.00 TO NODE 401.00 = 22.00 1 799.00 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) = 418.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.16 SUBAREA RUNOFF(CFS) = 0.36 2.565 Runoff SCS To Coefficient CN (MIN.) 0.8739 56 9.86 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 21 Date: 07/13/2016 File name: SR25RMIN.RES Page 22 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 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 ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 549.0 UPSTREAM ELEVATION(FEET) = 27.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 4.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 4.02 SUBAREA RUNOFF(CFS) = 8.90 2.534 Runoff SCS Tc Coefficient CN (MIN.) 0.8737 56 10.11 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) _ 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 = 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 = 22.25 1 705.00 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 To Date: 07/13/2016 File name: SR25RMIN.RES Page 23 1 1 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) = 513.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.49 SUBAREA RUNOFF(CFS) = 1.00 2.348 Runoff SCS Tc Coefficient CN (MIN.) 0.8722 56 11.82 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) ««< ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) _ 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 = 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 = 22.25 1 584.00 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) = 620.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.67 SUBAREA RUNOFF(CFS) = 3.10 2.134 Runoff SCS Tc Coefficient CN (MIN.) 0.8704 56 14.36 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) _ 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 = 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 = 22.25 1 738.00 FEET. **************************************************************************** Date: 07/13/2016 File name: SR25RMIN.RES Page 25 1 1 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. **************************************************************************** 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) = 382.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.86 SUBAREA RUNOFF(CFS) = 1.98 2.634 Runoff SCS Tc Coefficient CN (MIN.) 0.8744 56 9.35 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) = 399.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.71 2.600 Runoff SCS To Coefficient CN (MIN.) 0.8742 56 9.59 Date: 07/13/2016 File name: SR25RMIN.RES Page 27 1 1 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 To 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 To 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. **************************************************************************** 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) = 396.0 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.01 SUBAREA RUNOFF(CFS) = 2.15 2.435 Runoff SCS To Coefficient CN (MIN.) 0.8729 56 10.97 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) = 552.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.62 SUBAREA RUNOFF(CFS) = 3.12 2.208 Runoff SCS To Coefficient CN (MIN.) 0.8710 56 13.39 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 29 1 1 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) = 92.0 UPSTREAM ELEVATION(FEET) = 22.50 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 0.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.07 SUBAREA RUNOFF(CFS) = 0.22 3.496 Runoff SCS To Coefficient CN (MIN.) 0.8792 56 5.25 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 To 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 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 To 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) _ 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 = 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 = 21.25 1 894.00 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) = 238.0 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 21.00 ELEVATION DIFFERENCE(FEET) = 5.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.66 SUBAREA RUNOFF(CFS) = 3.78 2.917 Runoff SCS To Coefficient CN (MIN.) 0.7811 56 7.59 TOTAL AREA(ACRES) = 1.66 TOTAL RUNOFF(CFS) = 3.78 Date: 07/13/2016 File name: SR25RMIN.RES Page 31 1 1 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.) 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««< 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) = 935.0 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 15.00 ELEVATION DIFFERENCE(FEET) = 11.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.06 SUBAREA RUNOFF(CFS) = 12.75 2.107 Runoff SCS Tc Coefficient CN (MIN.) 0.7506 56 14.73 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) _ 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 = 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 = 14.75 1 956.00 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 33 1 1 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) 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 = 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 = 12.00 1 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 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 14.00 ELEVATION DIFFERENCE(FEET) = 8.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.32 SUBAREA RUNOFF(CFS) = 10.58 2.217 Runoff SCS Tc Coefficient CN (MIN.) 0.7556 56 13.28 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 35 1 1 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) = 1000.0 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 11.75 ELEVATION DIFFERENCE(FEET) = 10.25 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.74 SUBAREA RUNOFF(CFS) = 13.41 2.052 Runoff SCS Tc Coefficient CN (MIN.) 0.7479 56 15.55 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) 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 = 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 = 8.25 1 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) 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 = 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 = 8.15 1 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 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) 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 = 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 = 8.00 1 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) = 295.0 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 8.00 ELEVATION DIFFERENCE(FEET) = 1.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.08 SUBAREA RUNOFF(CFS) = 0.19 2.763 Runoff SCS Tc Coefficient CN (MIN.) 0.8753 56 8.48 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 39 1 1 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) = 1000.0 UPSTREAM ELEVATION(FEET) = 19.00 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 8.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.93 SUBAREA RUNOFF(CFS) = 10.41 2.014 Runoff SCS Tc Coefficient CN (MIN.) 0.7460 56 16.15 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) 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 = 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 = 8.25 1 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 To 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) ««< ELEVATION DATA: UPSTREAM(FEET) = 8.25 DOWNSTREAM(FEET) 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 = 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 = 8.00 1 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) = 143.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 11.00 ELEVATION DIFFERENCE(FEET) = 1.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 SUBAREA RUNOFF(CFS) = 0.57 3.012 Runoff SCS Tc Coefficient CN (MIN.) 0.7839 56 7.11 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 41 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 To 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 To 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 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) 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 = PIPE-FLOW(CFS) = 57.73 PIPE TRAVEL TIME(MIN.) = 0.47 TOMIN.) = 18.36 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 724.00 = 6.87 1 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) = 300.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.50 ELEVATION DIFFERENCE(FEET) = 3.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.02 SUBAREA RUNOFF(CFS) = 2.04 2.592 Runoff SCS To Coefficient CN (MIN.) 0.7705 56 9.66 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 43 1 1 Date: 07/13/2016 File name: SR25RMIN.RES Page 44 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.0 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 12.00 ELEVATION DIFFERENCE(FEET) = 2.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.76 SUBAREA RUNOFF(CFS) = 1.49 2.546 Runoff SCS Tc Coefficient CN (MIN.) 0.7688 56 10.01 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) ««< 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 To 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 45 1 1 Date: 07/13/2016 File name: SR25RMIN.RES Page 46 CONFLUENCE FORMULA USED FOR 2 STREAMS. TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 1.41 ** 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.) _ TOTAL AREA(ACRES) = 3.5 LONGEST FLOWPATH FROM NODE 801.00 TO NODE 16.49 804.00 = 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) 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 = 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 = 8.50 1 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) = 185.0 UPSTREAM ELEVATION(FEET) = 12.00 DOWNSTREAM ELEVATION(FEET) = 10.25 ELEVATION DIFFERENCE(FEET) = 1.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.64 SUBAREA RUNOFF(CFS) = 1.41 2.834 Runoff SCS Tc Coefficient CN (MIN.) 0.7786 56 8.05 Date: 07/13/2016 File name: SR25RMIN.RES Page 47 **************************************************************************** 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) 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 = 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 = 7.75 1 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) = 397.0 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 11.60 ELEVATION DIFFERENCE(FEET) = 2.90 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.29 SUBAREA RUNOFF(CFS) = 2.34 2.379 Runoff SCS Tc Coefficient CN (MIN.) 0.7624 56 11.50 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 2.34 **************************************************************************** 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) = 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 49 1 1 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) = 330.0 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.75 ELEVATION DIFFERENCE(FEET) = 2.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.87 SUBAREA RUNOFF(CFS) = 1.67 2.499 Runoff SCS Tc Coefficient CN (MIN.) 0.7671 56 10.40 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 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 To 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 To INTENSITY Date: 07/13/2016 File name: SR25RMIN.RES Page 51 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.) _ TOTAL AREA(ACRES) = 7.6 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 17.94 905.00 = 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) 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 = 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 = 7.25 1 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) = 371.0 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 3.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.11 SUBAREA RUNOFF(CFS) = 2.07 2.435 Runoff SCS Tc Coefficient CN (MIN.) 0.7646 56 10.97 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 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) = 358.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.75 ELEVATION DIFFERENCE(FEET) = 2.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.01 SUBAREA RUNOFF(CFS) = 1.88 2.440 Runoff SCS Tc Coefficient CN (MIN.) 0.7648 56 10.92 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 53 1 1 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) _ 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) _ **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): 8.50 0.0150 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 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) _ 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 = 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 = 7.75 1 871.00 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) = 335.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 3.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.44 SUBAREA RUNOFF(CFS) = 2.82 2.547 Runoff SCS Tc Coefficient CN (MIN.) 0.7689 56 10.00 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 55 1 1 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) = 384.0 UPSTREAM ELEVATION(FEET) = 11.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 2.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.93 SUBAREA RUNOFF(CFS) = 3.48 2.368 Runoff SCS Tc Coefficient CN (MIN.) 0.7620 56 11.61 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 To INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.82 10.00 2.547 2 6.10 11.61 2.368 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 6.10 TOMIN.) = 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) _ 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 = 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 = 7.97 1 591.00 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) = 180.0 UPSTREAM ELEVATION(FEET) = 60.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 33.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.53 SUBAREA RUNOFF(CFS) = 4.82 3.580 Runoff SCS Tc Coefficient CN (MIN.) 0.8796 56 5.00 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 57 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) = 370.0 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 30.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 2.73 SUBAREA RUNOFF(CFS) = 5.92 2.484 Runoff SCS Tc Coefficient CN (MIN.) 0.8733 56 10.53 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) _ 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 = PIPE-FLOW(CFS) = 5.92 PIPE TRAVEL TIME(MIN.) = 0.78 TOMIN.) = 11.31 LONGEST FLOWPATH FROM NODE 1202.00 TO NODE 1206.00 = 24.00 1 715.00 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 ** 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) 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 = 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 = 22.10 1 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) = 153.0 UPSTREAM ELEVATION(FEET) = 24.50 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.51 SUBAREA RUNOFF(CFS) = 4.45 3.352 Runoff SCS Tc Coefficient CN (MIN.) 0.8786 56 5.72 TOTAL AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) = 4.45 Date: 07/13/2016 File name: SR25RMIN.RES Page 61 1 1 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) _ 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 = 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 = 22.45 1 208.00 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) = 247.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.49 SUBAREA RUNOFF(CFS) = 1.20 2.798 Runoff SCS Tc Coefficient CN (MIN.) 0.8755 56 8.26 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) _ 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 = 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 = 22.84 1 263.00 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) = 133.0 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 0.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 2.42 SUBAREA RUNOFF(CFS) = 6.66 3.136 Runoff SCS Tc Coefficient CN (MIN.) 0.8775 56 6.55 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) _ 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 = PIPE-FLOW(CFS) = 6.66 PIPE TRAVEL TIME(MIN.) = 0.07 TOMIN.) = 6.62 LONGEST FLOWPATH FROM NODE 1500.00 TO NODE 1502.00 = 22.25 1 158.00 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) = 427.0 UPSTREAM ELEVATION(FEET) = 25.00 DOWNSTREAM ELEVATION(FEET) = 24.00 ELEVATION DIFFERENCE(FEET) = 1.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.03 SUBAREA RUNOFF(CFS) = 2.14 2.381 Runoff SCS Tc Coefficient CN (MIN.) 0.8725 56 11.48 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 63 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) = 1000.0 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 13.50 ELEVATION DIFFERENCE(FEET) = 9.50 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.36 SUBAREA RUNOFF(CFS) = 0.73 2.312 Runoff SCS To Coefficient CN (MIN.) 0.8719 56 12.19 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) _ 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) _ **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): 7.00 0.0150 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 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) = 410.0 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 7.00 ELEVATION DIFFERENCE(FEET) = 4.00 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.14 SUBAREA RUNOFF(CFS) = 0.34 2.761 Runoff SCS Tc Coefficient CN (MIN.) 0.8752 56 8.49 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 To 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 65 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) 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 = 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 = 6.75 1 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 To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B SUBAREA RUNOFF(CFS) = 0.39 TOTAL AREA(ACRES) = 0.16 0.16 0.8754 56 8.39 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) = 223.0 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 6.75 ELEVATION DIFFERENCE(FEET) = 2.75 25 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.09 SUBAREA RUNOFF(CFS) = 0.25 3.184 Runoff SCS Tc Coefficient CN (MIN.) 0.8777 56 6.35 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 (CPS) (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 67 1 1 Date: 07/13/2016 File name: SR25RMIN.RES Page 68 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** END OF RATIONAL METHOD ANALYSIS RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF To 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 To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS To 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) _ PEAK FLOW RATE(CFS) _ 1.3 TC(MIN.) _ 3.35 5.80 Date: 07/13/2016 File name: SR25RMIN.RES Page 69 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: SROORMIN.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.* 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) = 230.0 UPSTREAM ELEVATION(FEET) = 38.50 DOWNSTREAM ELEVATION(FEET) = 36.20 ELEVATION DIFFERENCE(FEET) = 2.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.36 SUBAREA RUNOFF(CFS) = 1.19 4.095 Runoff SCS Tc Coefficient CN (MIN.) 0.8083 56 8.68 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: SROORMIN.RES Page 1 Date: 07/13/2016 File name: SROORMIN.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) = 160.0 UPSTREAM ELEVATION(FEET) = 38.00 DOWNSTREAM ELEVATION(FEET) = 36.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 SUBAREA RUNOFF(CFS) = 0.88 4.497 Runoff SCS Tc Coefficient CN (MIN.) 0.8150 56 7.18 TOTAL AREA(ACRES) = 0.24 TOTAL RUNOFF(CFS) = 0.88 **************************************************************************** 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 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: SROORMIN.RES Page 3 Date: 07/13/2016 File name: SROORMIN.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 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) 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 = 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 = 26.62 1 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) = 148.0 UPSTREAM ELEVATION(FEET) = 37.50 DOWNSTREAM ELEVATION(FEET) = 36.20 ELEVATION DIFFERENCE(FEET) = 1.30 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.32 SUBAREA RUNOFF(CFS) = 1.15 4.410 Runoff SCS Tc Coefficient CN (MIN.) 0.8136 56 7.47 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: SROORMIN.RES Page 5 Date: 07/13/2016 File name: SROORMIN.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) = 300.0 UPSTREAM ELEVATION(FEET) = 39.00 DOWNSTREAM ELEVATION(FEET) = 34.50 ELEVATION DIFFERENCE(FEET) = 4.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.85 SUBAREA RUNOFF(CFS) = 2.78 4.045 Runoff SCS Tc Coefficient CN (MIN.) 0.8074 56 8.90 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: SROORMIN.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 To 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 To 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: SROORMIN.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.) _ TOTAL AREA(ACRES) = 3.7 LONGEST FLOWPATH FROM NODE 203.00 TO NODE 16.47 205.00 = 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) = 735.0 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 17.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.29 SUBAREA RUNOFF(CFS) = 1.03 4.019 Runoff SCS To Coefficient CN (MIN.) 0.8814 56 9.02 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 **************************************************************************** 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) = 705.0 UPSTREAM ELEVATION(FEET) = 35.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 8.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.06 SUBAREA RUNOFF(CFS) = 3.53 3.777 Runoff SCS To Coefficient CN (MIN.) 0.8805 56 10.23 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: SROORMIN.RES Page 9 1 1 Date: 07/13/2016 File name: SROORMIN.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: SROORMIN.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) = 413.0 UPSTREAM ELEVATION(FEET) = 30.00 DOWNSTREAM ELEVATION(FEET) = 26.00 ELEVATION DIFFERENCE(FEET) = 4.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 2.15 SUBAREA RUNOFF(CFS) = 7.83 4.132 Runoff SCS Tc Coefficient CN (MIN.) 0.8818 56 8.53 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) _ 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 = 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 = 22.25 1 522.00 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: SROORMIN.RES Page 12 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 791.0 UPSTREAM ELEVATION(FEET) = 32.00 DOWNSTREAM ELEVATION(FEET) = 25.00 ELEVATION DIFFERENCE(FEET) = 7.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 4.22 SUBAREA RUNOFF(CFS) = 13.38 3.603 Runoff SCS Tc Coefficient CN (MIN.) 0.8797 56 11.26 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) _ 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 = 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 = 22.25 1 900.00 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) = 338.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.39 SUBAREA RUNOFF(CFS) = 1.37 3.981 Runoff SCS Tc Coefficient CN (MIN.) 0.8812 56 9.20 TOTAL AREA(ACRES) = 0.39 TOTAL RUNOFF(CFS) = 1.37 **************************************************************************** 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) _ 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 = 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 = 22.25 1 401.00 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 To 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: SROORMIN.RES Page 13 1 1 Date: 07/13/2016 File name: SROORMIN.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) = 1000.0 UPSTREAM ELEVATION(FEET) = 44.00 DOWNSTREAM ELEVATION(FEET) = 23.75 ELEVATION DIFFERENCE(FEET) = 20.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.56 SUBAREA RUNOFF(CFS) = 1.84 3.733 Runoff SCS To Coefficient CN (MIN.) 0.8803 56 10.48 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 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) = 404.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.16 SUBAREA RUNOFF(CFS) = 0.55 3.885 Runoff SCS To Coefficient CN (MIN.) 0.8809 56 9.67 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.55 Date: 07/13/2016 File name: SROORMIN.RES Page 15 1 1 Date: 07/13/2016 File name: SROORMIN.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. ************************************************************************** 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 TOMIN.) = 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) 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 = 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 = 21.50 1 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) = 397.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.46 SUBAREA RUNOFF(CFS) = 1.56 3.854 Runoff SCS Tc Coefficient CN (MIN.) 0.8808 56 9.82 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: SROORMIN.RES Page 17 1 1 Date: 07/13/2016 File name: SROORMIN.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) = 411.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.25 ELEVATION DIFFERENCE(FEET) = 1.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.80 SUBAREA RUNOFF(CFS) = 2.69 3.814 Runoff SCS Tc Coefficient CN (MIN.) 0.8806 56 10.03 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: 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) _ 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 = 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 = 22.00 1 441.00 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) = 746.0 UPSTREAM ELEVATION(FEET) = 31.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 8.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 3.52 SUBAREA RUNOFF(CFS) = 11.51 3.715 Runoff SCS Tc Coefficient CN (MIN.) 0.8802 56 10.58 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: SROORMIN.RES Page 19 1 1 Date: 07/13/2016 File name: SROORMIN.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) = 402.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.17 SUBAREA RUNOFF(CFS) = 0.58 3.890 Runoff SCS To Coefficient CN (MIN.) 0.8809 56 9.64 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 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) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 5.73 SUBAREA RUNOFF(CFS) = 18.81 3.730 Runoff SCS To Coefficient CN (MIN.) 0.8803 56 10.49 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) _ 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 = 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 = 22.00 1 799.00 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) = 418.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.16 SUBAREA RUNOFF(CFS) = 0.54 3.846 Runoff SCS To Coefficient CN (MIN.) 0.8807 56 9.86 TOTAL AREA(ACRES) = 0.16 TOTAL RUNOFF(CFS) = 0.54 Date: 07/13/2016 File name: SROORMIN.RES Page 21 Date: 07/13/2016 File name: SROORMIN.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 To 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 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) = 549.0 UPSTREAM ELEVATION(FEET) = 27.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 4.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 4.02 SUBAREA RUNOFF(CFS) = 13.45 3.799 Runoff SCS Tc Coefficient CN (MIN.) 0.8805 56 10.11 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) _ 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 = 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 = 22.25 1 705.00 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: SROORMIN.RES Page 23 1 1 Date: 07/13/2016 File name: SROORMIN.RES Page 24 ELEVATION DIFFERENCE(FEET) = 2.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.627 SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS To 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) = 513.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.49 SUBAREA RUNOFF(CFS) = 1.52 3.519 Runoff SCS To Coefficient CN (MIN.) 0.8794 56 11.82 TOTAL AREA(ACRES) = 0.49 TOTAL RUNOFF(CFS) = 1.52 **************************************************************************** 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) ««< ELEVATION DATA: UPSTREAM(FEET) = 22.50 DOWNSTREAM(FEET) _ 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 = PIPE-FLOW(CFS) = 1.52 PIPE TRAVEL TIME(MIN.) = 0.42 TOMIN.) = 12.23 LONGEST FLOWPATH FROM NODE 504.00 TO NODE 508.00 = 22.25 1 584.00 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) = 620.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.67 SUBAREA RUNOFF(CFS) = 4.69 3.197 Runoff SCS To Coefficient CN (MIN.) 0.8778 56 14.36 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: SROORMIN.RES Page 25 Date: 07/13/2016 File name: SROORMIN.RES Page 26 LONGEST FLOWPATH FROM NODE 506.00 TO NODE 508.00 = 738.00 FEET. LONGEST FLOWPATH FROM NODE 506.00 TO NODE 511.00 = 755.00 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 To 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 To 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 **************************************************************************** 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) = 382.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.86 SUBAREA RUNOFF(CFS) = 2.99 3.949 Runoff SCS To Coefficient CN (MIN.) 0.8811 56 9.35 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 To AND LOSS RATE DATA(AMC II): Date: 07/13/2016 File name: SROORMIN.RES Page 27 1 1 Date: 07/13/2016 File name: SROORMIN.RES Page 28 DEVELOPMENT TYPE/ SCS SOIL LAND USE GROUP COMMERCIAL B SUBAREA RUNOFF(CFS) = 2.44 TOTAL AREA(ACRES) = 0.71 AREA Runoff SCS Tc (ACRES) Coefficient CN (MIN.) 0.71 0.8809 56 9.59 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 To 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 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) = 396.0 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.01 SUBAREA RUNOFF(CFS) = 3.24 3.650 Runoff SCS To Coefficient CN (MIN.) 0.8799 56 10.97 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) = 552.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.62 SUBAREA RUNOFF(CFS) = 4.71 3.308 Runoff SCS Tc Coefficient CN (MIN.) 0.8784 56 13.39 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: SROORMIN.RES Page 29 Date: 07/13/2016 File name: SROORMIN.RES Page 30 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 23.00 DOWNSTREAM(FEET) _ 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 = 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 = 22.00 1 744.00 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) = 92.0 UPSTREAM ELEVATION(FEET) = 22.50 DOWNSTREAM ELEVATION(FEET) = 22.00 ELEVATION DIFFERENCE(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.07 SUBAREA RUNOFF(CFS) = 0.33 5.248 Runoff SCS Tc Coefficient CN (MIN.) 0.8850 56 5.25 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) 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) _ 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 = 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 = 21.25 1 894.00 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) = 238.0 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 21.00 ELEVATION DIFFERENCE(FEET) = 5.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.66 SUBAREA RUNOFF(CFS) = 5.91 4.377 Runoff SCS Tc Coefficient CN (MIN.) 0.8131 56 7.59 Date: 07/13/2016 File name: SROORMIN.RES Page 31 Date: 07/13/2016 File name: SROORMIN.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) _ 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 = 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 = 14.75 1 761.00 FEET. **************************************************************************** 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.) = 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) = 935.0 UPSTREAM ELEVATION(FEET) = 26.00 DOWNSTREAM ELEVATION(FEET) = 15.00 ELEVATION DIFFERENCE(FEET) = 11.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.06 SUBAREA RUNOFF(CFS) = 20.04 3.157 Runoff SCS Tc Coefficient CN (MIN.) 0.7879 56 14.73 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) _ 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 = PIPE-FLOW(CFS) = 20.04 PIPE TRAVEL TIME(MIN.) = 0.04 TOMIN.) = 14.77 LONGEST FLOWPATH FROM NODE 705.00 TO NODE 707.00 = 14.75 1 956.00 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: SROORMIN.RES Page 33 1 1 Date: 07/13/2016 File name: SROORMIN.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 To 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 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) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.32 SUBAREA RUNOFF(CFS) = 16.63 3.321 Runoff SCS To Coefficient CN (MIN.) 0.7921 56 13.28 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: SROORMIN.RES Page 35 Date: 07/13/2016 File name: SROORMIN.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 To 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 PIPE-FLOW(CFS) = 42.42 PIPE TRAVEL TIME(MIN.) = 1.28 TOMIN.) = 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) = 1000.0 UPSTREAM ELEVATION(FEET) = 22.00 DOWNSTREAM ELEVATION(FEET) = 11.75 ELEVATION DIFFERENCE(FEET) = 10.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 8.74 SUBAREA RUNOFF(CFS) = 21.10 3.073 Runoff SCS To Coefficient CN (MIN.) 0.7856 56 15.55 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) 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 = 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 = 8.25 1 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 To AND LOSS RATE DATA(AMC II): Date: 07/13/2016 File name: SROORMIN.RES Page 37 1 1 Date: 07/13/2016 File name: SROORMIN.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) 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 = 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 = 8.15 1 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 To 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: 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) 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 = 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 = 8.00 1 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) = 295.0 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 8.00 ELEVATION DIFFERENCE(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.08 SUBAREA RUNOFF(CFS) = 0.29 4.144 Runoff SCS To Coefficient CN (MIN.) 0.8818 56 8.48 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: SROORMIN.RES Page 39 1 1 Date: 07/13/2016 File name: SROORMIN.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) = 1000.0 UPSTREAM ELEVATION(FEET) = 19.00 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 8.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 6.93 SUBAREA RUNOFF(CFS) = 16.39 3.017 Runoff SCS Tc Coefficient CN (MIN.) 0.7840 56 16.15 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) ««< ELEVATION DATA: UPSTREAM(FEET) = 8.25 DOWNSTREAM(FEET) 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 = 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 = 8.00 1 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) = 143.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 11.00 ELEVATION DIFFERENCE(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.24 SUBAREA RUNOFF(CFS) = 0.88 4.519 Runoff SCS Tc Coefficient CN (MIN.) 0.8153 56 7.11 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: SROORMIN.RES Page 41 1 1 Date: 07/13/2016 File name: SROORMIN.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 To 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 To 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 To 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 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) 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 = 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 = 6.87 1 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) = 300.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.50 ELEVATION DIFFERENCE(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.02 SUBAREA RUNOFF(CFS) = 3.19 3.886 Runoff SCS Tc Coefficient CN (MIN.) 0.8045 56 9.66 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: SROORMIN.RES Page 43 1 1 Date: 07/13/2016 File name: SROORMIN.RES Page 44 ASSUMED INITIAL SUBAREA UNIFORM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 300.0 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 12.00 ELEVATION DIFFERENCE(FEET) = 2.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.76 SUBAREA RUNOFF(CFS) = 2.33 3.817 Runoff SCS Tc Coefficient CN (MIN.) 0.8031 56 10.01 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) ««< 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: SROORMIN.RES Page 45 1 1 Date: 07/13/2016 File name: SROORMIN.RES Page 46 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. SUBAREA RUNOFF(CFS) = 2.21 TOTAL AREA(ACRES) = 0.64 TOTAL RUNOFF(CFS) = 2.21 ** 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) = 185.0 UPSTREAM ELEVATION(FEET) = 12.00 DOWNSTREAM ELEVATION(FEET) = 10.25 ELEVATION DIFFERENCE(FEET) = 1.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.64 4.252 Runoff SCS Tc Coefficient CN (MIN.) 0.8110 56 8.05 **************************************************************************** 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: SROORMIN.RES Page 47 1 1 Date: 07/13/2016 File name: SROORMIN.RES Page 48 2 11.99 10.96 3.651 3.99 FLOW PROCESS FROM NODE 901.00 TO NODE 902.00 IS CODE = 62 *********************************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 To 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) = 397.0 UPSTREAM ELEVATION(FEET) = 14.50 DOWNSTREAM ELEVATION(FEET) = 11.60 ELEVATION DIFFERENCE(FEET) = 2.90 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.29 SUBAREA RUNOFF(CFS) = 3.67 3.566 Runoff SCS To Coefficient CN (MIN.) 0.7978 56 11.50 TOTAL AREA(ACRES) = 1.29 TOTAL RUNOFF(CFS) = 3.67 **************************************************************************** »»>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: SROORMIN.RES Page 49 1 1 Date: 07/13/2016 File name: SROORMIN.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.) 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) = 330.0 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.75 ELEVATION DIFFERENCE(FEET) = 2.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 0.87 SUBAREA RUNOFF(CFS) = 2.61 3.746 Runoff SCS Tc Coefficient CN (MIN.) 0.8017 56 10.40 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 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 To 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 To 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: SROORMIN.RES Page 51 1 1 Date: 07/13/2016 File name: SROORMIN.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.) _ TOTAL AREA(ACRES) = 7.6 LONGEST FLOWPATH FROM NODE 900.00 TO NODE 17.19 905.00 = 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) = 371.0 UPSTREAM ELEVATION(FEET) = 13.50 DOWNSTREAM ELEVATION(FEET) = 10.50 ELEVATION DIFFERENCE(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.11 SUBAREA RUNOFF(CFS) = 3.24 3.650 Runoff SCS Tc Coefficient CN (MIN.) 0.7996 56 10.97 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 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) = 358.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.75 ELEVATION DIFFERENCE(FEET) = 2.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.01 SUBAREA RUNOFF(CFS) = 2.95 3.657 Runoff SCS Tc Coefficient CN (MIN.) 0.7998 56 10.92 TOTAL AREA(ACRES) = 1.01 TOTAL RUNOFF(CFS) = 2.95 Date: 07/13/2016 File name: SROORMIN.RES Page 53 1 1 Date: 07/13/2016 File name: SROORMIN.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) _ 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) _ **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): 8.50 0.0150 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********************************** 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) _ 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 = 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 = 7.75 1 871.00 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) = 335.0 UPSTREAM ELEVATION(FEET) = 12.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.44 SUBAREA RUNOFF(CFS) = 4.42 3.819 Runoff SCS Tc Coefficient CN (MIN.) 0.8031 56 10.00 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: SROORMIN.RES Page 55 1 1 Date: 07/13/2016 File name: SROORMIN.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) = 384.0 UPSTREAM ELEVATION(FEET) = 11.50 DOWNSTREAM ELEVATION(FEET) = 9.00 ELEVATION DIFFERENCE(FEET) = 2.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) RESIDENTIAL "S.F. 1/4 ACRE LOT" B 1.93 SUBAREA RUNOFF(CFS) = 5.46 3.549 Runoff SCS Tc Coefficient CN (MIN.) 0.7974 56 11.61 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 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.) _ TOTAL AREA(ACRES) = 3.4 LONGEST FLOWPATH FROM NODE 1101.00 TO NODE 11.61 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) _ 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 = 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 = 7.97 1 591.00 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) = 180.0 UPSTREAM ELEVATION(FEET) = 60.00 DOWNSTREAM ELEVATION(FEET) = 27.00 ELEVATION DIFFERENCE(FEET) = 33.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.53 SUBAREA RUNOFF(CFS) = 7.28 5.375 Runoff SCS Tc Coefficient CN (MIN.) 0.8853 56 5.00 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: SROORMIN.RES Page 57 1 1 Date: 07/13/2016 File name: SROORMIN.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: SROORMIN.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) _ 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 = 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 = 24.00 1 715.00 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: SROORMIN.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) 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 = 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 = 22.50 1 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 To 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 ** CONFLUENCE DATA ** STREAM RUNOFF To 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 TOMIN.) = 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) 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 = 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 = 22.10 1 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) = 153.0 UPSTREAM ELEVATION(FEET) = 24.50 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.51 SUBAREA RUNOFF(CFS) = 6.72 5.032 Runoff SCS Tc Coefficient CN (MIN.) 0.8845 56 5.72 Date: 07/13/2016 File name: SROORMIN.RES Page 61 1 1 Date: 07/13/2016 File name: SROORMIN.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) _ 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 = 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 = 22.45 1 208.00 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) = 247.0 UPSTREAM ELEVATION(FEET) = 24.00 DOWNSTREAM ELEVATION(FEET) = 23.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.49 SUBAREA RUNOFF(CFS) = 1.81 4.196 Runoff SCS Tc Coefficient CN (MIN.) 0.8820 56 8.26 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 TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 133.0 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 22.50 ELEVATION DIFFERENCE(FEET) = 0.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 2.42 SUBAREA RUNOFF(CFS) = 10.06 4.706 Runoff SCS Tc Coefficient CN (MIN.) 0.8836 56 6.55 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) _ 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 = PIPE-FLOW(CFS) = 10.06 PIPE TRAVEL TIME(MIN.) = 0.06 TOMIN.) = 6.61 LONGEST FLOWPATH FROM NODE 1500.00 TO NODE 1502.00 = 22.25 1 158.00 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) = 427.0 UPSTREAM ELEVATION(FEET) = 25.00 DOWNSTREAM ELEVATION(FEET) = 24.00 ELEVATION DIFFERENCE(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 1.03 SUBAREA RUNOFF(CFS) = 3.23 3.569 Runoff SCS Tc Coefficient CN (MIN.) 0.8796 56 11.48 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: SROORMIN.RES Page 63 Date: 07/13/2016 File name: SROORMIN.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) = 1000.0 UPSTREAM ELEVATION(FEET) = 23.00 DOWNSTREAM ELEVATION(FEET) = 13.50 ELEVATION DIFFERENCE(FEET) = 9.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.36 SUBAREA RUNOFF(CFS) = 1.10 3.465 Runoff SCS Tc Coefficient CN (MIN.) 0.8791 56 12.19 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) _ 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) _ **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): 7.00 0.0150 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 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) = 410.0 UPSTREAM ELEVATION(FEET) = 11.00 DOWNSTREAM ELEVATION(FEET) = 7.00 ELEVATION DIFFERENCE(FEET) = 4.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.14 SUBAREA RUNOFF(CFS) = 0.51 4.141 Runoff SCS Tc Coefficient CN (MIN.) 0.8818 56 8.49 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 To 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: SROORMIN.RES Page 65 Date: 07/13/2016 File name: SROORMIN.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) 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 = 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 = 6.75 1 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 To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS Tc LAND USE GROUP (ACRES) Coefficient CN (MIN.) COMMERCIAL B SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 0.16 0.16 0.8819 56 8.39 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) = 223.0 UPSTREAM ELEVATION(FEET) = 9.50 DOWNSTREAM ELEVATION(FEET) = 6.75 ELEVATION DIFFERENCE(FEET) = 2.75 100 YEAR RAINFALL INTENSITY(INCH/HOUR) _ SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA LAND USE GROUP (ACRES) COMMERCIAL B 0.09 SUBAREA RUNOFF(CFS) = 0.38 4.778 Runoff SCS Tc Coefficient CN (MIN.) 0.8838 56 6.35 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 (CPS) (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: SROORMIN.RES Page 67 1 1 Date: 07/13/2016 File name: SROORMIN.RES Page 68 WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ************************************************************************** END OF RATIONAL METHOD ANALYSIS RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF To 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 To AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Runoff SCS To 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) _ PEAK FLOW RATE(CFS) _ 1.3 TC(MIN.) _ 5.22 5.80 Date: 07/13/2016 File name: SROORMIN.RES Page 69 Date: 07/13/2016 File name: SROORMIN.RES Page 70 SilverRock Resort City of La Quinta Appendix B Stage Storage Volume Calculations June 2017 Michael Baker International Project: SilverRock Resort Basin Description: Exist. Natural depression in golf course serving DA-A BA -A Elevation Area sq ft) Depth ft Incremental Volume cu. ft Cumulative Volume cu. ft Cumulative Volume ac-ft) 24 7,144 N/A N/A 0 0.00 25 21,849 1 13829 13829 0.32 25 5,700 0 0 13829 0.32 25 2,283 0 0 13829 0.32 26 35,581 1 15625 29454 0.68 26 16,497 0 0 29454 0.68 27 46,432 1 30202 59656 1.37 27 24,851 0 0 59656 1.37 28 76,514 1 48324 107980 2.48 28 33,409 0 0 107980 2.48 29 101,711 1 64471 172450 3.96 29 40,705 0 0 172450 3.96 30 178,171 1 101346 273796 6.29 31 209,149 1 193453 467249 10.73 32 232,876 1 220906 688155 15.80 33 265,1291 1 248828 936983 21.51 6.2 ac-ft 100-yr/24-hr 9.6 ac-ft 500-yr/24-hr Project: SilverRock Resort Basin Description: BA-1 and BA-2 are exist. Natural depressions in golf course; BA-3 is exist lake BA-B1 Elevation Area (sq. ft) Depth (ft) Incremental Volume (cu. ft) Cumulative Volume (cu. ft) Cumulative Volume (ac-ft) 25 370 N/A N/A 0 0.00 26 3169 1 1541 1541 0.04 27 7757 1 5294 6835 0.16 28 14291 1 10859 17694 0.41 29 20484 1 17295 34989 0.80 30 28017 1 24152 59142 1.36 BA-62 Elevation Area (sqft) Depth (ft) Incremental Volume (cu. ft) Cumulative Volume (cu. ft) Cumulative Volume (ac-ft) 27 1,606 N/A N/A 0 0.00 28 7,012 1 3991 3991 0.09 29 10,310 1 8608 12599 0.29 30 13,851 1 12037 24636 0.57 31 18,567 1 16152 40788 0.94 BA-B3 Elevation Area (sqft) Depth (ft) Incremental Volume (cu. ft) Cumulative Volume (cu. ft) Cumulative Volume (ac-ft) 22 194,193 N/A N/A 0 0 23 212,756 1 203404 203404 4.67 24 282,812 1 246955 450359 10.34 25 399,009 1 339248 789607 18.13 26 488,233 1 442871 1232478 28.29 27 597,961 1 542171 1774649 40.74 28 687,162 1 642045 2416694 55.48 16.7 ac-ft 100-yr/24-hr 26.5 ac-ft 500-yr/24-hr Project: Basin Description: SilverRock Resort Exist. Lakes DA-Cl Elevation Area (sgft) Depth (ft) Incremental Volume (cu. ft) Cumulative Volume (cu. ft) Cumulative Volume (ac-ft) 30 23,287 N/A N/A 0 0.00 31 25,653 1 24461 24461 0.56 32 28,775 1 27199 51660 1.19 33 33,602 1 31157 82817 1.90 DA-C2 Elevation Area (sgft) Depth (ft) Incremental Volume (cu. ft) Cumulative Volume (cu. ft) Cumulative Volume (ac-ft) 23 4,357 N/A N/A 0 0.00 23 3,414 0 0 0 0.00 23 32,816 0 0 0 0.00 23 607 0 0 0 0.00 23 1,910 0 0 0 0.00 23 1,262 0 0 0 0.00 24 13,170 1 6170 6170 0.14 24 59,797 0 0 6170 0.14 24 2,508 0 0 6170 0.14 24 26 784 130,047 0 1 0 •0 117305 6170 ,,,.0 164724 0.14 1.02 3.78 27 159,223 1 144389 309113 7.10 1.5 ac-ft 100-yr/24-hr 3.7 ac-ft 500-yr/24-hr Project: SilverRock Resort Basin Description: Existing lake; Pump to lake in DA-J? BA-D Elevation Area (sqft) Depth (ft) Incremental Volume (cu. ft) Cumulative Volume (cu. ft) Cumulative Volume (ac-ft) 11 85,659 N/A N/A 0 0 12 91,726 1 88676 88676 2.04 13 98,975 1 1 1 95328 1 184004 1 4.22 14 109,323 1 104106 288110 6.61 15 17 148,960 207,769 1 1 128632 164011 193482 416742 580753 774235 9.57 17.77 18 259,445 1 233129 1007364 23.13 19 288,475 1 273832 1281196 29.41 20 315,900 1 302084 1583280 36.35 21 335,636 1 325718 1908998 43.82 18.4 ac-ft 100-yr/24-hr 28.2 ac-ft 500-yr/24-hr Project: SilverRock Resort Basin Description: Exist. Natural depression in golf course BA-E Contour Area (sqft) Depth (ft) Incremental Volume (cu. ft) Cumulative Volume (cu. ft) Cumulative Volume (ac-ft) 12 2,180 N/A N/A 0 0.00 13 6,926 1 4331 4331 0.10 14 14,911 1 10666 14997 0.34 14 298 0 0 14997 0.34 14 307 0 0 14997 0.34 14 1,036 0 0 14997 0.34 15 23,429 1 9797 24794 0.57 15 1,427 0 0 24794 0.57 15 3,028 0 0 24794 0.57 15 1,859 0 0 24794 0.57 16 42,107 1 17604 42398 0.97 16 5,143 0 0 42398 0.97 17 58,042 1 26821 69219 1.59 17 9,492 0 0 69219 1.59 18 76,453 1 37628 106848 2.45 18 1,480 0 0 106848 2.45 18 14,775 0 0 106848 2.45 18 1,425 0 0 106848 2.45 18 1,571 0 0 106848 2.45 19 100,709 1 38287 145134 3.33 19 5,431 0 0 145134 3.33 19 20,528 0 0 145134 3.33 20 160,269 1 79385 224520 5.15 1.4 ac-ft 100-yr/24-hr 3.5 ac-ft 500-yr/24-hr Project: SilverRock Resort Basin Description: Exist. Natural depression in the golf course BA-G Contour Area (sgft) Depth (ft) Incremental Volume (cu. ft) Cumulative Volume (cu. ft) Cumulative Volume (ac-ft) 13 2,938 N/A N/A 0 0.00 13 2,120 0 0 0 0.00 14 1,338 1 1714 1714 0.04 15 28,100 1 11856 13570 0.31 16 41,103 1 34396 47966 1.10 17 53,470 1 47151 95117 2.18 18 66,679 1 59953 155071 3.56 19 84,648 1 75485 230556 5.29 20 100,545 1 92482 323038 7.42 2.6 ac-ft 100-yr/24-hr 4.5 ac-ft 500-yr/24-hr Project: SilverRock Resort Basin Description: Exist. Natural Depression in the golf course BA-H Contour Area (sqft) Depth (ft) Incremental Volume (cu. ft) Cumulative Volume (cu. ft) Cumulative Volume (ac-ft) 9 10,674 N/A N/A 0 0.00 10 21,605 1 15822 15822 0.36 11 30,932 1 26129 41951 0.96 12 38,173 1 34489 76440 1.75 13 45,454 1 41760 118200 2.71 14 53,031 1 49194 167394 3.84 15 60,452 1 56701 224096 5.14 16 68,310 1 64341 288437 6.62 17 77,297 1 72758 361194 8.29 18 86,638 1 81923 443118 10.17 19 96,090 1 91323 534441 12.27 7.7 ac-ft 100-yr/24-hr 11.4 ac-ft 500-yr/24-hr SilverRock Resort City of La Quinta Appendix C WSPG Calculations June 2017 Michael Baker International 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 ««««•a««•a.«•�x«��xx��xx��xx:r�x:r:r��:r:r��:r:r��:r:r��..��««..««�.«��««��xx��xx��xx��:r:r��:r:rxx��x��xx:r:r��:r JMITAL JUNE 2017 :r��:r :r��:r :r��:r :r��..«� �+..««�• Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL 1Prs/Pip -I- L/Elem ICh -I- Slope I -I- I -I- I -I- I -I- -I- SF Avel -I- -I- HF ISE DpthlFroude -I- NINorm Dp -I- -I- I "N" -I- I X-Falll ZR -I IType Ch 1000.000 I I 15.000 I 5.000 I 20.000 I 5.57 .35 I .00 I 20.00 .00 I .66 I .00 I 4.500 I I .000 .00 I 0 .0 TRANS STR .0426 .0000 .00 5.00 .00 .013 .00 .00 PIPE 1001.880 I I 15.080 I 4.920 I 20.000 I 5.57 .35 I .00 I 20.00 .00 I .66 I .00 I 4.500 I I .000 .00 I 0 .0 WALL EXIT 1001.880 I I 15.080 I 4.921 I 20.001 I 5.57 3.15 I .15 I 20.15 .00 I .91 I .00 I 1.500 I I .000 .00 I 0 .0 56.150 -I- -I- .0429 -I- -I- -I- -I- -I- .0028 -I- .16 -I- 4.92 .00 -I- .52 -I- -I- .013 -I- .00 .00 I- PIPE 1058.030 I I 17.490 I 2.669 I 20.159 I 5.57 3.15 I .15 I 20.31 .00 I .91 I .00 I 1.500 I I .000 .00 I 0 .0 JUNCT -I- STR -I- .0433 -I- -I- -I- -I- -I- .0024 -I- .01 -I- 2.67 .00 -I- -I- -I- .015 -I- .00 .00 I- PIPE 1061.030 I I 17.620 I 2.769 I 20.389 I 2.93 1.66 I .04 I 20.43 .00 I .65 I .00 I 1.500 I I .000 .00 I 0 .0 5.610 -I- -I- .0000 -I- -I- -I- -I- -I- .0008 -I- .00 -I- 2.77 .00 -I- .00 -I- -I- .013 -I- .00 .00 I- PIPE 1066.640 I I 17.620 I 2.775 I 20.395 I 2.93 1.66 I .04 I 20.44 .00 I .65 I .00 I 1.500 I I .000 .00 I 0 .0 25.640 -I- -I- .0242 -I- -I- -I- -I- -I- .0008 -I- .02 -I- 2.77 .00 -I- .43 -I- -I- .013 -I- .00 .00 I- PIPE 1092.280 I -I- I 18.240 -I- I 2.175 -I- I 20.415 -I- I 2.93 -I- 1.66 -I- I .04 -I- I 20.46 -I- .00 -I- I .65 I .00 -I- I 1.500 -I- -I- I I .000 -I- .00 I 0 .0 I- 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 ««««•a««•a.«•�x«��xx��xx��xx:r�x:r:r��:r:r��:r:r��:r:r��..��««..««�.«��««��xx��xx��xx��:r:r��:r:rxx��x��xx:r:r��:r :r��:r :r��:r :r��:r :r��..�� +..««�• Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 40.509 .0242 .0019 .08 3.90 .00 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 11.191 .0242 .0018 .02 3.00 .00 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.888 .0242 .0018 .01 2.72 .39 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.526 .0242 .0019 .01 2.56 .46 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.661 .0242 .0021 .01 2.43 .53 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.009 .0242 .0023 .01 2.31 .58 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.078 .0242 .0026 .01 2.21 .64 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .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 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch a+++++ssslssssssssslsssssssM assssssaalsaassassslsaassaalsaasaaslaassss<sslssssssslsssssssslsssssssslsaassaslsa+:saa1++�++ Isssssss I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.228 .0242 .0082 .03 1.45 1.44 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.309 .0242 .0072 .02 1.51 1.34 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.534 .0242 .0064 .01 1.56 1.25 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .873 .0242 .0056 .00 1.62 1.16 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .280 .0242 .0050 .00 1.69 1.08 1.09 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0059 .00 1.76 1.00 .015 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.278 .0090 .0043 .01 1.97 .76 1.48 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 NNE 2017 ««««•a««•a.«•�x«��xx��xx��xx:r�x:r:r��:r:r��:r:r��:r:r��:r:r��:r:r��:r:r�:r:r��..��..��..��..««��xx��xx�xx:r��:r :r��:r :r��:r :r��:r :r��.. •�««��«« Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 9.061 .0090 .0069 .06 1.58 1.18 1.48 .013 .00 .00 PIPE I I I I I I I I I I I 1 I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.240 .0090 .0061 .01 1.65 1.09 1.48 .013 .00 .00 PIPE I I I I I I I I I I I 1 I 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 NNE 2017 ««««ss««ss.«saaa��xx��xx��xx:r�x:r:r��:r:r��:r:r��:r:r��..��««..««�.«��««��xx��xx��xx��:r:r��:r:rxx��x��xx:r:r��:r :r��:r :r��:r :r��:r :r��..�� +..««�• Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch a +ssassssssssssssssssssssM ass«ssaasaassaassssssasssssssssssssssssssssssssssaassaaaassaa+sa++��+sssssssssssss sssssss I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.129 .0755 .0391 .08 1.29 2.94 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.718 .0755 .0363 .32 1.30 2.90 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.980 .0755 .0320 .22 1.35 2.69 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.679 .0755 .0283 .16 1.40 2.50 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.664 .0755 .0250 .12 1.45 2.32 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.846 .0755 .0221 .09 1.51 2.15 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.167 .0755 .0196 .06 1.58 1.99 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.585 .0755 .0174 .05 1.64 1.84 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch a+++�+sssssssssssssssssssM ass«ssasassaa+Baal+�++ssssssssssssssssssssssssssaassaass+saa+ssssssssssssssssssssss ssssass I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.622 .0755 .0139 .02 1.79 1.55 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.191 .0755 .0125 .01 1.87 1.42 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .763 .0755 .0113 .01 1.96 1.28 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .286 .0755 .0103 .00 2.07 1.15 1.07 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0133 .04 2.19 1.00 .015 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 31.000 .0100 .0101 .31 2.59 .00 2.06 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 NNE 2017 ««««ss««ss.«saaa��xx��xx��xx:r�x:r:r��:r:r��:r:r��:r:r��..��««..««�.«��««��xx��xx��xx��:r:r��:r:rxx��x��xx:r:r��:r :r��:r :r��:r :r��:r :r��..«� �+..««�• Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch a+++++sssssssssssssssssssM ass«ssaasaassaassssss�++sss�<ssssssssssssssssssssaassaaaassaa+sa++��+sssssssssssss sssssss I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.131 .1000 .0746 .61 .94 4.01 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 14.943 .1000 .0683 1.02 .95 3.90 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 10.674 .1000 .0602 .64 .99 3.63 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.115 .1000 .0530 .43 1.02 3.38 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.403 .1000 .0467 .30 1.06 3.14 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.174 .1000 .0413 .21 1.11 2.92 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.248 .1000 .0365 .15 1.15 2.71 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.521 .1000 .0323 .11 1.20 2.52 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 ««««•a««•a.«•�x«��xx��xx��xx:r�x:r:r��:r:r��:r:r��:r:r��..��..«�..«��««��xx��xx��xx:r��x:r:r��:r:r��:r:r�:r :r��««..�+..��..«�..««��xx ��««��«« I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.439 .1000 .0254 .06 1.30 2.15 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.019 .1000 .0226 .05 1.35 1.98 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.650 .1000 .0202 .03 1.41 1.82 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.316 .1000 .0181 .02 1.48 1.67 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .998 .1000 .0163 .02 1.55 1.51 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .674 .1000 .0148 .01 1.63 1.36 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .275 .1000 .0137 .00 1.72 1.20 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0433 .0180 .05 1.83 1.00 .015 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 NNE 2017 ««««•a««•a.«•�x«��xx��xx��xx:r�:r��:r:r.��<««>a««��««��««��x«�xx��x��:r:r��:r:r��:r:r��:r:r��..«�..��..««��xx��xx��xx��:r� :r :r��:r :r�• Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.l Elev I Depth I Width IDia.-FTlor I.D.I ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch a +ssassssssssssssssssssssM ass«ssaasaassaassssssasssssssssssssssssssssssssssaassaaaassaa+sa++��+sssssssssssss sssssss I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 72.255 .0300 .0046 .33 3.94 .00 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 10.457 .0300 .0249 .26 .92 2.30 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 20.523 .0300 .0234 .48 .92 2.30 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 12.547 .0300 .0206 .26 .95 2.14 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 8.603 .0300 .0181 .16 .99 2.00 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 6.242 .0300 .0160 .10 1.02 1.86 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.647 .0300 .0141 .07 1.06 1.73 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/1Base Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL 1Prs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 2.586 .0300 .0110 .03 1.15 1.49 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.863 .0300 .0097 .02 1.19 1.38 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.248 .0300 .0086 .01 1.24 1.28 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .721 .0300 .0077 .01 1.30 1.18 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- .237 .0300 .0068 .00 1.35 1.09 .87 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0433 .0071 .02 1.41 1.00 .015 .00 .00 PIPE I I I I I I I I I I I I I 1150.290 17.550 1.592 19.142 14.24 5.31 .14 19.58 .00 1.36 1.61 2.000 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 3.576 .0100 .0044 .02 1.59 .73 1.15 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CPS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 14.139 .0100 .0083 .12 1.20 1.27 1.15 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 5.505 .0100 .0073 .04 1.25 1.18 1.15 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 1.406 .0100 .0065 .01 1.30 1.09 1.15 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 ««««•a««•a.«•�x«��xx��xx��xx:r�x:r:r��:r:r��:r:r��:r:r��..��««..««�.«��««��xx��xx��xx��:r:r��:r:rxx��x��xx:r:r��:r :r��:r :r��:r :r��:r :r��..«� �+..««�• Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 4.140 .0048 .0043 .02 7.00 .00 2.33 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 102.040 .0050 .0043 .44 .00 .00 2.29 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 71.630 .0050 .0043 .31 .00 .00 2.29 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0000 .0043 .02 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 166.650 .0052 .0043 .71 .00 .00 2.24 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 49.150 .0049 .0043 .21 .00 .00 2.30 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0064 .0043 .02 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 65.720 .0050 .0043 .28 .00 .00 2.27 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0025 .0028 .01 .00 .00 .013 .00 .00 PIPE 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 ««««•a««•a.«•�x«��xx��xx��xx:r�x:r:r��:r:r��:r:r��:r:r��..��..«�..«��««��xx��xx��xx:r��x:r:r��:r:r��:r:r�:r :r��««..�+..��..«�..««��xx �x««�.«« I Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/IBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 625.620 .0050 .0014 .86 .00 .00 1.54 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .3283 .0023 .01 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 2102.330 8.030 3.526 11.556 6.05 3.42 .18 11.74 .00 .95 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 288.840 .0050 .0033 .96 .00 .00 1.03 .013 .00 .00 PIPE I I I I I I I I I I I I I 2391.170 9.470 3.055 12.525 6.05 3.42 .18 12.71 .00 .95 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 75.950 .0050 .0033 .25 .00 .00 1.03 .013 .00 .00 PIPE I I I I I I I I I I I I I 2467.120 9.850 2.956 12.806 6.05 3.42 .18 12.99 .00 .95 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 27.880 .0050 .0038 .11 2.96 .00 1.09 .014 .00 .00 PIPE I I I I I I I I I I I I I 2495.000 9.990 2.923 12.913 6.05 3.42 .18 13.10 .00 .95 .00 1.500 .000 .00 1 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch a+++++sssssssssssssssssssM ass«ssaasaassaassssssasssss�<ssssssssssssssssssssaassaaaassaa+sa++��+sssssssssssss sssssss I I I I I I I I I I I I I 1002.150 1.640 7.310 8.950 .37 .21 .00 8.95 .00 .22 .00 1.500 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- I I I I I I I I I I I I I 1002.150 1.640 7.310 8.950 .37 .21 .00 8.95 .00 .22 .00 1.500 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 19.900 .0000 .0000 .01 7.31 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I I I 1022.050 1.840 7.310 9.150 .37 .21 .00 9.15 .00 .22 .00 1.500 .000 .00 0 .0 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch a++xa«��1<s�«ssxxlsxxss«+Ia»a<»aa1>++xx++:+I.++.�++I�++�<xslxxss«ss<Iss«ss<1»aaxxaalaa+xaa++I+++��++I.xx��xxls«ss Is��<x�� I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 27.880 .0000 .0172 17.27 6.84 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I 1 I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 ««««ss««ss.«saaa��xx��xx��xx:r�x:r:r��:r:r��:r:r��:r:r��..a�«�..««�.«��««��xx��xx��xx��:r:r��:r:rxx��x��xx:r:r��:r :r��:r :r��:r :r��:r :r��..«� �+..««�• Invert I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch a+++++sssssssssssssssssssM ass«ssaasaassaassssssasssssssssssssssssssssssssssaassaaaassaa+sa++��+sssssssssssss sssssss I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 28.810 .0000 .0146 14.65 3.98 .00 .00 .013 .00 .00 PIPE I I I I I I I I I I I 1 I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 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 I Depth I Water I Q I Vel Vel I Energy I Super ICriticallFlow ToplHeight/lBase Wt1 INo Wth Station I Elev I (FT) I Elev I (CFS) I (FPS) Head I Grd.El.1 Elev I Depth I Width IDia.-FTIor I.D.1 ZL IPrs/Pip -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I L/Elem ICh Slope I I I I SF Avel HF ISE DpthlFroude NINorm Dp I "N" I X-Falll ZR IType Ch I I I I I I I I I I I I I 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 RECTANG I I I I I I I I I I I I 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 I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 28.120 .0178 .0073 .21 2.90 .00 1.17 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- JUNCT STR .0400 .0094 .03 2.65 .00 .015 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- 31.000 .0181 .0068 .21 2.65 .00 1.13 .013 .00 .00 PIPE I I I I I I I I I I I I I 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 -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- -I- I- SilverRock Resort City of La Quinta Appendix D F1owMaster Calculations June 2017 Michael Baker International Catch Basin 1 10 year Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.03000 ft/ft Discharge 2.62 W/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 (0+00, 0.33) (0+16, 0.35) Options L,urrent Nougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 0.00 to 0.33 ft 0.23 ft 0.77 ft2 8.85 ft 0.09 ft 8.82 ft Roughness Coefficient 0.015 Bentley Systems, Inc. Haestad Methods Sol tKb3dI0pKtewM aster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:25:53 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Catch Basin 1 10 year 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 Bentley Systems, Inc. Haestad Methods Sol i@®rtl0pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:25:53 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Catch Basin 1 100 year Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.03000 ft/ft Discharge 5.60 W/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 (0+00, 0.33) (0+16, 0.35) Options L,urrent Nougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 0.00 to 0.33 ft 0.29 ft 1.38 ftz 11.94 ft 0.12 ft 11.89 ft Roughness Coefficient 0.015 Bentley Systems, Inc. Haestad Methods Sol tKb3dI0pKtewM aster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:26:49 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Catch Basin 1 100 year 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 Bentley Systems, Inc. Haestad Methods Sol i@®rtl0pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:26:49 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Catch Basin 2 10 year Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.03000 ft/ft Discharge 1.24 W/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 (0+00, 0.33) (0+16, 0.35) Options L,urrent Nougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 0.00 to 0.33 ft 0.18 ft 0.44 ft2 6.54 ft 0.07 ft 6.51 ft Roughness Coefficient 0.015 Bentley Systems, Inc. Haestad Methods Sol tKb3dI0pKtewM aster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:27:41 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Catch Basin 2 10 year 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 Bentley Systems, Inc. Haestad Methods Sol i@®rtl0pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:27:41 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Catch Basin 2 100 year Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.03000 ft/ft Discharge 2.64 W/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 (0+00, 0.33) (0+16, 0.35) Options L,urrent Nougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 0.00 to 0.33 ft 0.23 ft 0.78 ft2 8.88 ft 0.09 ft 8.84 ft Roughness Coefficient 0.015 Bentley Systems, Inc. Haestad Methods Sol tKb3dI0pKtewM aster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:28:14 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Catch Basin 2 100 year 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 Bentley Systems, Inc. Haestad Methods Sol i@®rtl0pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:28:14 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Catch Basin 11 10 year Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00600 ft/ft Discharge 0.93 W/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 (0+00, 0.33) (0+16, 0.35) Options L,urrent Nougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 0.00 to 0.33 ft 0.21 ft 0.65 ft2 8.07 ft 0.08 ft 8.03 ft Roughness Coefficient 0.015 Bentley Systems, Inc. Haestad Methods Sol tKb3dI0pKtewM aster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:28:48 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Catch Basin 11 10 year 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 Bentley Systems, Inc. Haestad Methods Sol i@®rtl0pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:28:48 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Catch Basin 11 100 year Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00600 ft/ft Discharge 2.25 W/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 (0+00, 0.33) (0+16, 0.35) Options L,urrent Nougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 0.00 to 0.33 ft 0.28 ft 1.27 ft2 11.45 ft 0.11 ft 11.40 ft Roughness Coefficient 0.015 Bentley Systems, Inc. Haestad Methods Sol tKb3dI0pKtewM aster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:29:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Catch Basin 11 100 year 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 Bentley Systems, Inc. Haestad Methods Sol i@®rtl0pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:29:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Catch Basin 14&15 10 year Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00780 ft/ft Discharge 1.39 W/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 (0+00, 0.33) (0+16, 0.35) Options L,urrent Nougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 0.00 to 0.33 ft 0.23 ft 0.80 ftz 9.00 ft 0.09 ft 8.96 ft Roughness Coefficient 0.015 Bentley Systems, Inc. Haestad Methods Sol tKb3dI0pKtewM aster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:29:50 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Catch Basin 14&15 10 year 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 Bentley Systems, Inc. Haestad Methods Sol i@®rtl0pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:29:50 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Catch Basin 14&15 100 year Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.00780 ft/ft Discharge 4.24 W/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 (0+00, 0.33) (0+16, 0.35) Options L,urrent Nougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 0.00 to 0.33 ft 0.32 ft 1.86 ftz 14.08 ft 0.13 ft 14.03 ft Roughness Coefficient 0.015 Bentley Systems, Inc. Haestad Methods Sol tKb3dI0pKtewM aster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:30:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Catch Basin 14&15 100 year 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 Bentley Systems, Inc. Haestad Methods Sol i@®rtl0pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:30:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Catch Basin 20&21 10 year Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.02040 ft/ft Discharge 2.22 W/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 (0+00, 0.33) (0+16, 0.35) Options L,urrent Nougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 0.00 to 0.33 ft 0.23 ft 0.79 ft2 8.96 ft 0.09 ft 8.92 ft Roughness Coefficient 0.015 Bentley Systems, Inc. Haestad Methods Sol tKb3dI0pKtewM aster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:31:04 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Catch Basin 20&21 10 year 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 Bentley Systems, Inc. Haestad Methods Sol i@®rtl0pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:31:04 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Catch Basin 20&21 100 year Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Channel Slope 0.02040 ft/ft Discharge 5.26 W/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 (0+00, 0.33) (0+16, 0.35) Options L,urrent Nougnness vveigntea Method Open Channel Weighting Method Closed Channel Weighting Method Results Normal Depth Elevation Range Flow Area Wetted Perimeter Hydraulic Radius Top Width Pavlovskii's Method Pavlovskii's Method Pavlovskii's Method 0.00 to 0.33 ft 0.30 ft 1.52 ft2 12.61 ft 0.12 ft 12.56 ft Roughness Coefficient 0.015 Bentley Systems, Inc. Haestad Methods Sol tKb3dI0pKtewM aster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:31:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Catch Basin 20&21 100 year 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 Bentley Systems, Inc. Haestad Methods Sol i@®rtl0pfitewMaster V8i (SELECTseries 1) [08.11.01.03] 10/3/2017 1:31:39 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 SilverRock Resort City of La Quinta Appendix E HELE Catch Basin Calculations June 2017 Michael Baker International 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 [D-2 SILVEKKOCK WAY [D Z: Hydrology Node 305-306 - Flow -by Catch oasin I0yr design TOTAL I0-YR FLOW~ I'24 cfs >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INF0KM/Q3ON<<<< ---------------------------------------------------------------------------- curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STKEETFLOW{CFS} ~ I.24 GUTTER FLOWDEPTH(FEET) ~ 0.I8 BASIN LOCAL DEPRESSION(FEET) ~ 0.33 ---------------------------------------------------------------------------- FLOWDY BASIN ANALYSIS RESULTS: BASIN WIDTH FLOW INTERCEPTION 0'74 0.16 1.00 0.21 1.50 0'JI 2.00 0'4I 2.50 0'5I 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 I'I2 7'00 I'I9 7.44 I'24 SELECT 7 FT CB, 0.05 CFS flow by >>>>FLOWBY CATCH BASIN INLET CAPACITY INPUT INFOKM/QION<<<< ---------------------------------------------------------------------------- curb Inlet capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. STKEETFLOW{CFS} ~ 2'64 GUTTER FLOWDEPTH(FEET) ~ 0.23 BASIN LOCAL DEPRESSION(FEET) ~ 0'33 ---------------------------------------------------------------------------FLOWBY BASIN ANALYSIS RESULTS: - OASIN WIDTH FLOW INTERCEPTION 1.24 0'J5 1.50 0'4J 2.00 0'56 2.50 0'70 3.00 0'8J Page 1 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 CB-2 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 Cf5 »»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-35 & 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 [D-6 SILVEKKOCK WAY [D 6 Hydrology Node 404 - SUMP Catch Basin I0yr design Areas draining to CB-6: N-5 & N-6 TOTAL I0-YK FLOW~ 0.74 CFS >>>>SUMP TYPE BASIN INPUT INF0KM/Q3ON<<<< ---------------------------------------------------------------------------- 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 >>>>CALCUL/Q'ED ESTIMATED SUMP BASIN WIDTH(FEET) ~ 2.04 TOTAL I00-YR FLOW~ I'59 [FS >>>>SUMP TYPE BASIN INPUT INFOKM/Q3ON<<<< ---------------------------------------------------------------------------- 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 >>>>CALCUL/Q'ED 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: 7-2, 7-3, 7-5, 3-7 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 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 CB-11 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 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 CB-14 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 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 CB-15 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 0.65 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 6.00 6.50 6.51 Total 100yr flow = 3.3 FLOW INTERCEPTION 0.19 0.28 0.42 0.55 0.68 0.79 0.89 0.99 1.08 1.16 1.24 1.31 1.39 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) = 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 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 CB-22 Page 2 CB-24 SILVERROCK WAY CB 24 Hydrology Node 806 SUMP Catch Basin 10yr design Areas draining to CB-24: 3-8 &3-10 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: 3-8 &3-10 SPLIT BTWN TWO CB'S (24/25) Total 10yr flow = 0.42 »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 0.42 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.24 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.16 Total 100yr flow = 1.00 »»SUMP TYPE BASIN INPUT INFORMATION«« ---------------------------------------------------------------------------- Curb Inlet Capacities are approximated based on the Bureau of Public Roads nomograph plots for flowby basins and sump basins. BASIN INFLOW(CFS) = 1.00 BASIN OPENING(FEET) = 0.48 DEPTH OF WATER(FEET) = 0.33 »»CALCULATED ESTIMATED SUMP BASIN WIDTH(FEET) = 1.71 SELECT 7 FT CB Page 1 Whitewater River Region WQMP Montage Residential Appendix G AGREEMENTS - COVENANT AND AGREEMENTS, BMP MAINTENANCE AGREEMENTS AND/OR OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND TRANSFER OF REQUIREMENTS FOR THIS PROJECT -SPECIFIC WQMP Whitewater River Region WQMP Montage Residential Appendix H PHASE I ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS COMPLIANCE WITH CALIFORNIA ENVIRONMENTAL QUALITY ACT CE A 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. Approximate 44-Acre Sl*lverRo(k Property CITY OF LA QUINTA, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA Prepared in Accordance with: ASTM Standard 1527-05 Prepared For: City of La Quinta 78-495 Calle Tampico Lo Ouinta, California 92253-1504 Contact: Mr. Doug Evans Prepared By RBF Consulting 14725 Alton Parkway Irvine, California 92618 August 2008 1N 20 100784 15270 PHASE 1 ENVIRONMENTAL SITE ASSESSMENT Approximate 44-Acre SilverRock Property City of La Quinta, County of Riverside State of California Prepared in General Accordance with: ASTM Standard 1527-05 For. - CITY OF LA QUINTA 78495 Calle Tampico La Quinta, CA 92253-1504 Contact: Mr. Doug Evans By: CONSULTING RBF CONSULTING 14725 Alton Parkway Irvine, California 92618 August 2008 20-100784 Fa3F CONSULTING August 29, 2008 20-100784 Mr. Doug Evans City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253-1504 SUBJECT: PHASE I ENVIRONMENTAL SITE ASSESSMENT Approximate 44-Acre SilverRock Property (APNS 776-150-004, 777.050-007, -008, -009, 011); located in the City of La Quinta, County of Riverside, California Dear Mr. Evans: RBF Consulting (RBF) is pleased to submit this Phase I Environmental Site Assessment (ESA) for the above -referenced project, herein referenced as the "subject site." This ESA has been prepared to evaluate the potential presence of hazardous materials and the expected nature of the materials that may be on the subject site. This ESA has been prepared for the sole use of City of La Quinta for the above -referenced subject site. Neither this ESA, nor any of the information contained herein, shall be used or relied upon for any purpose by any person or entity other than City of La Quinta. The Phase I ESA was performed in general accordance with American Standards for Testing and Materials (ASTM) Standard Practice E 1527-05, the scope of services, and inherent limitations presented in our proposal. The ESA is not intended to present specific quantitative information as to the actual presence of hazardous materials on or adjacent to the subject site, but is to identify the potential presence based on available information. Should you or your staff have any questions after reviewing the attached report, please do not hesitate to contact me at 949/855-3687 or Wesley Salter at 949/330-4176. Sincerely, Richard Beck, REA Project Manager/Environmental Assessc Planning/Environmental Services / IU\I.YAIC3 PLANNING Wesley Salter Environmental Analyst Planning/Environmental Services . CONSTRUCTION 14725 Atlon Park, ,, hv,ne. LA 92Bt&2037 • fl0. toe 57057. Irvme. CA 926799057 • 9 9 472 3565 • Fes 949.472 a373 dffir.ee IdU.d ft.,ghom C.M.,nie_ Admna&Nxvada www-RBFtmr STATEMENT OF ENVIRONMENTAL PROFESSIONALS Statement of Quality Assurance I have performed this ISA in accordance with generally accepted environmental practices and procedures, as of the date of this report. I have employed the degree of care and skill ordinarily exercised under similar circumstances by reputable environmental professionals practicing in this area. The conclusions contained with this ISA are based upon site conditions I readily observed or were reasonably ascertainable and present at the time of the site inspection. The conclusions and recommendations stated in this report are based upon personal observations made by employees of RBF and upon information provided by others. I have no reason to suspect or believe that the information provided is inaccurate. Signature of RBF Environmental Analyst — Wesley Salter Signature Statement of Quality Control The objective of this Initial Site Assessment was to ascertain the potential presence or absence of environmental releases or threatened releases that could impact the subject site, as delineated by the Scope of Work. The procedure was to perform reasonable steps in accordance with the existing regulations, currently available technology, and generally accepted engineering practices in order to accomplish the stated objective. The Scope of this ISA does not purport to encompass every report, record, or other form of documentation relevant to the subject site being evaluated. Additionally, this ISA does not include or address reasonable ascertainable Environmental Liens currently recorded against the subject site. To the best of my knowledge, this ISA has been performed in compliance with RBF standard operating procedures protocol for Phase I ESAs. Signature of RBF Environmental Professional — Richard Beck, REA # 08065 Signature/Environmental Professional Executive Summary The approximate 44-acre SilverRock property (herein referenced as the "subject site'), is located to the south of Avenue 52 and west of Jefferson Street, within the City of La Quinta, County of Riverside, State of California (Sections 5 and 8; Township 6 South (T.6S); Range 7 East (R.7E); San Bernardino Base and Meridian [SBBM]). Overall, the subject site is primarily situated within a recreational area of La Quinta, County of Riverside. The site currently consists of golf course and vacant land uses. Surrounding land uses consist of residential, recreational, and vacant land. The purpose of conducting this Phase I Environmental Site Assessment (ESA) is to permit the use of this report to satisfy one of the requirements to qualify for the Innocent Landowner, contiguous property owner, or bona fide prospective purchaser limitations on the Comprehensive Environmental Response, Compensation, and Liability Act (CERCLA) liability that constitutes all appropriate inquiry into the previous uses of the property in order to identify Recognized Environmental Conditions (RECs). As defined in American Standards for Testing and Materials (ASTM) Standard Practice E 1527-05, an REC is "the presence or likely presence of any hazardous substances or petroleum products on a property under conditions that indicate an existing release, a past release, or a material threat of a release of any hazardous substances or petroleum products into structures on the property or into the ground, groundwater, or surface water of the property." The term includes hazardous substances or petroleum products even under conditions in compliance with laws. The term is not intended to include "de minimis" conditions that generally do not present a threat to human health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies. Conditions determined to be "de minimis" are not RECs. Findings and Opinions RBF Consulting's (RBF's) findings and opinions are based upon review of reasonable ascertainable referenced material available to during the preparation of this Phase I Environmental Site Assessment (ESA), which included historical aerial photographs, historical topographic maps, regulatory databases, interviews, site reconnaissance, and other documentation. Table E-1, Phase 1 ESA Findings and Opinions, summarizes RBF's findings, opinions, and conclusions made during the preparation of this ESA. Data Gans A data gap is a lack of or inability to obtain information required by the ASTM E1527-05 practice despite good faith efforts by the environmental professional to gather such information. Data Gaps may result from incompleteness in any of the activities required by this practice, including, but not limited to site reconnaissance and interviews. ............................................................................................................................................................................................................................................E-1 SilverRock Property Phase /ESA ...-....:....:::.....................::............................................................ ................ ..... ... ....................... ....................... Executive .Summary . ..................... Table E-1 Phase I ESA Findings and Opinions Finding Opinion Concluslon It is RU's opinion thatNe possible Presence of LBPs and ACMs onsite is unlikely Site Reconnaissance at this dme per the ASTM Standard Practice 1527-05 and the scope of services, NO REC and subject to the limitations theried. Based on the Environmental Data Resources, Inc. IEDR) database search, dated June 4, 2W8, and records obtained frern the State Water Resources Control Public Records Board's GeoTrackermbsite, R is RBPs opinion c0ourninated grountlwater does NO REC not urdedy the subject site as a msuft of reposed mgalatay properties al Me time of this ESA. Historical REC No historical RECs (HRECs) have been noted xithin the boundaries d the subject site at the time of this ESA NO REC The subject sue appears to have hatono my consisted of agricultural land uses Historical Uses (orchard). It is the opinion of RBF that there is an REC on-abm as a muff of REC historical uses. As a result of time constraints, RBF was unable to receive files for the on -site APNs and off -site address 79999 Avenue 52 from the County of Riverside Department of Environmental Health. However, as the off -site address was listed as case closed on February 7, 1995 on the State Water Resources Control Board's GeoTracker website, it is RBF's opinion that this is not a significant data gap. Conclusion RBF has conducted this ESA in general accordance with ASTM Standard Practice E1527-05 and the scope of services, and subject to the limitations thereof. Any deviations from this standard practice are further described in this ESA. RBF's findings and opinions revealed evidence of an REC in connection with the subject site. The subject site has been historically utilized for agricultural purposes (orchard) for several decades and may contain pesticide residues in the soil. It is the opinion of RBF that sail sampling should occur throughout the subject site, as determined by a qualified Phase If//III specialist. The sampling will determine if pesticide concentrations exceed established regulatory requirements and will identify proper handling procedures that may be required. ................................................................... . SilverRock Pro...................................._..................�,.......:.........:., pedy Phase I ESA............................................................................ ...E 2 Table of Contents 1.0 Introduction Palle 1.1 Subject Site.......................................................................................................1 1.2 Scope of Services and Methodology Used ................................. ........................5 1.3 Limiting Conditions of Assessment .................................... 7 2.0 Physical Setting 2.1 Subject Site Description....................................................................................11 2.2 Topography..................................................................................................... 11 2.3 Current Uses of Adjoining Properties............................................................... 12 2.4 Geologic Conditions......................................................................................... 12 2.5 Biological Setting.............................................................................................14 2.6 Drainage/Hydrology, ...................................................................................... _ 15 2.7 Groundwater and Water Wells......................................................................... 15 3.0 Historical and Regulatory Searches 3.1 Methodologies and Limiting Conditions............................................................16 3.2 Historical Site Usage........................................................................................ 16 3.3 Regulatory Sources......................................................................................... 21 4.0 Site Reconnaissance 4.1 On -Site Observations....................................................................................... 26 4.2 Off -Site Observations............................................................ ..................28 5.0 Findings, Opinions, and Conclusions 5.1 Findings and Opinions............................................................... .....32 ................. 5.2 Conclusions.....................................................................................................34 6.0 References .................................... ..__. SMerRock Property Phase I ESA ........__.._......_._..,.,._ .... ........ ....._..-.,....__........... __. Table o/ Contents ......................... .............................................................................. ..... ...... ...... »................. ................................................. ............................................... LIST OF EXHIBITS 1. Regional Vicinity................................................................................................2 2. Site Vicinity........................................................................................................3 3. Subject Site.......................................................................................................4 4. Overview Map..................................................................................................22 5. On -site Photographs........................................................................................30 7. Off -Site Photographs.......................................................................................31 LIST OF TABLES 1. Identified Sites Within A One -Mile Radius Of The Subject Site ........................25 APPENDIX A. Terminology B. EDR Database Search C. Documentation D. Qualifications .......... ........ ......................................... ......................... — ...... »........... ..... ............... .................................................. .............................................. SilverRock Property Phase 1 ESA ii ....... List,wAeronyms LIST OF ACRONYMS ACM Asbestos Containing Materials APN Assessor's Parcel Number AST Aboveground Storage Tank AULs Activity and Use Limitations CERCLIS Comprehensive Environmental Response, Compensation, and Liability Information System (maintained by the Environmental Protection Agency) CFR Code of Federal Regulations CORRACPS facilities subject to Corrective Action under RCRA CPSC United States Consumer Product Safety Commission DDD dichlorodiphenyldichloroethane DDE dichlorodiphenyldichlmoethylene DDT dichlorodiphenyluichlmoethane DEH County of Riverside Environmental Health Department DOGGR California Department of Oil, Gas, and Geothermal Resources DTSC Department of Toxic Substances Control EDR Environmental Data Resources EPA United States Environmental Protection Agency EPCRA Emergency Planning and Community Right to Know Act (also known as SARA Title 111), 42 U.S.C. §§11001-11050 et seq.) ERNS emergency response notification system ESA Environmental Site Assessment FOIA U.S. Freedom of Information Act (5 U.S.C. §552 as amended by Public Law No. 104-231, 110 Stat.) FR Federal Register HREC Historic Recognized Environmental Condition ICs Institutional Controls LBP Lead Based Paints LUFT Leaking Underground Fuel Tank LUST Leaking Underground Storage Tank MSDS Material Safety Data Sheet .......................................................................... _....... _...... ._... .._.._......_.._.__....-_._._......______.._.......... .._...___......._...._..._._............... .._ SiNerRock Properly Phese I ESA N .............................................................................................................._...................................................................................... List of Acronyms nisl mean sea level NCP National Contingency Plan NFRAP former CERCLIS sites where no further remedial action is planned under CERCLA NPDES National Pollutant Discharge Elimination System NPL National Priorities List PCBs Polychlorinated Biphenyls REC Recognized Environmental Condition RCRA Resource Conservation and Recovery Act (as amended, 42 U.S.C. §§6901 et seq.) RWQCB Regional Water Quality Control Board SBBM San Bernardino Base and Meridian SCS Soil Conservation Service TPH Total Petroleum Hydrocarbons TRi Toxics Release Inventory TSDF hazardous waste treatment, storage, or disposal facility USDA United States Department of Agriculture USGS United States Geological Survey UST Underground Storage Tank .........................................................................................................................................._................................................................................................ SilverRock Property Phase 1 ESA iv Section 1 Introduction The purpose of conducting this Phase I Environmental Site Assessment (ESA) is to permit the use of this report to satisfy one of the requirements to qualify for the Innocent Landowner, contiguous property owner, or bona fide prospective purchaser limitations on CERCLA liability that constitutes all appropriate inquiry into the previous uses of the property in order to identify Recognized Environmental Conditions (RECs). As defined in American Standards for Testing and Materials (ASTM) Standard Practice E 1527-05, an REC is "the presence or likely presence of any hazardous substances or petroleum products on a property under conditions that indicate an existing release, a past release, or a material threat of a release of any hazardous substances or petroleum products into structures on the property or into the ground, groundwater, or surface water of the property." The term includes hazardous substances or petroleum products even under conditions in compliance with laws. The term is not intended to include "de minimis" conditions that generally do not present a threat to human health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies. Conditions determined to be "de minimis" are not RECs. 1.1 SUBJECT SITE The approximate 44-acre SilverRock property (herein referenced as the "subject site"), is located to the south of Avenue 52 and west of Jefferson Street, within the City of La Quinta, County of Riverside, State of California (Sections 5 and 8; Township 6 South (T.6S); Range 7 East (R.7E); San Bernardino Base and Meridian [SBBM]) (refer to Exhibit 1, Regional Vicinity). The site currently consists of unimproved roadways, golf course uses, and vacant land (refer to Exhibit 2, Site Vicinity). Five Assessor's Parcel Numbers (APNs) (776-150-004, 777-050-007, -008, -009, and -011), comprise the subject site with an approximate gross acreage of 198.91 acres (refer to Exhibit 3, Subject Site); however, the subject site only partially covers the APNs (approximately 44 acres). On -site topography is relatively flat (approximately 25 feet above mean sea level [msl]), however, several depressions are located on -site. Mountains are present to the southwest of the subject site and slope to the east. Topography to the north, east, and south of the subject site is generally flat. Overall, the subject site is primarily situated within a recreational area of La Quinta, in the County of Riverside. Surrounding land uses consist of recreational, residential, and vacant land uses. Refer to Section 2.0, Physical Setting, for a complete description of on -site and off -site conditions. 1.1.1 Anticipated Future Uses Specific future land uses consist of recreational and commercial uses (Golf Courses, hotels, and retail). This Phase I ESA (ESA) is being specifically prepared for an irrigation line relocation. ........................................................................................................................................................................................................................................... SiNerRock Property Phase !ESA 1 BAN BE RNA RDIN0 COUNTY Lake Amwhead B g Ben late Twors"I e ® YuccaPalm � Valley Iranian Based --- -- Rot Springs m Banning Moreno Valley Comment R I V E R S I D E Palm city C O U N T Y Springs Penis ® Palm Hemet Myllwild Rancho Based Indi Sun Mirage Indian Wells Catchalls City la Burch ® ® m 0 Meeca Amm Subject ® Site Temewl — __ SALTON SEA we.. Springs m Sninga Visa Glipalria f Escondido .J � We rlan0 Julian Encodes Ramona I Bmwley, Poway I M P E R I A L C O U N T Y m S A N L O DI EGO U N T V II MimMass Impetlalm Q Alpine ® ®nlee Val" GEMo Go 0 IEl an elan � nwllllo ISO Calexico Lemon Grow m Jamul D him Chula Q Prwero Goo _ PACIFIC Vista OCEAN Mexico 10 a IC 14 milas SILVERROCK PROPERTY • PHASE ESA Regional Vicinity CONSUI.TIND aaIMJN b+mr 1. wa. Exhibit 1 116018.00" W 11601700" W 116016'00" W WGS84 11601S'00" W Z �, Z -I } • aii I 11• S , - y AVl C v woll -� t v M Well i WAN • I yI 1 M a Q 33: 1 r 31 cv 32 WSW Z 00 K AWNU O - -• WNI - I ', • El Z 0 O IN r . • 4_aw i • V F�am •� • 7 `I �' \ 16 wvcNuc at It c fo a Li Quint& • � ( w g _9. a o _• l01 TN#I J`MN 1161 18'00" W 116017'00" W 116016'00" W WGS84 116015'00" W J 13• 0 S 1 WE r &.=.=.J= EEEI 0 SOO 1000 METERS Souroe: USGS La Quinta, CA, Quad, 1959, PnMedfmmTOP0102001 NdwrW Oeog.pbwHokhW(wwwtopocom) Subject Site photww1wd 1980. SILVERROCK PROPERTY • PHASE I ESA PFQ ° oXW�°° Site Vicinity CONSULTING SrAW JN20-100784-15270 MAS Exhibit 2 ------------------------ - - --§- ---- SEC.5 6 T.6S..R.1ECM w LA MIKA IL+. oroaN I I I I O I I I f0 II—_ I to u I 0 ..o ini— C1 I J 5w :R mllte Camly Rs es Me 9K"S PG 15a SK M PG 5S WFSIWERROCK PROPERTY • PHASE I ESA Q "°"°'�° Subject Site CON9YLTINO .AYt610f1Y I5110 MM14 Exhibit 3 ....................................... .............. ....m............. W-....... ............ _„......,............ Inlroduclian 1.2 SCOPE OF SERVICES AND METHODOLOGY USED The scope of this ESA follows the general guidance provided in ASTM Standard Practice E 1527-05. The ASTM 1527-05 document outlines a procedure for completing ESAs that includes a search for recorded environmental cleanup liens; review of federal, tribal, state, and local government records; visual inspection of the property and of adjoining properties; and interviews with current owners, operators, and occupants. The ASTM document recommends. the following regulatory database search distances from a property: ♦ National Priorities List (NPL) — 1.0 mile ♦ Federal Delisted NPL — 0.5 mile ♦ Federal Comprehensive Environmental Response, Compensation, and Liability Information System (CERCLIS) list — 0.5 mile • CERCLIS/NFRAP site list— 0.5 mile ♦ Federal RCRA Corrective Action Report (CORRACTS) facilities list — 1.0 mile ♦ Federal RCRA non-CORRACTS Permitted Treatment, Storage, Disposal Facilities (TSD) facilities list —0.5 mile ♦ Federal RCRA Registered Small or Large Generators of Hazardous Waste (GNRTR) — property and adjoining properties ♦ Federal institutional control/engincering control registries — property only ♦ Federal ERNS list — property only ♦ State and tribal lists of hazardous waste sites identified for investigation or remediation: • State- and tribal -equivalent NPL— 1.0 mile • State- and tribal -equivalent CERCLIS — 0.5 mile ♦ State and tribal landfill and/or solid waste disposal site lists — 0.5 mile ♦ State and tribal leaking storage tank (LUST) lists — 0.5 mile ♦ State and tribal registered storage tank lists — property and adjoining properties ♦ State and tribal institutional control/engineering control registries — property only ♦ State and tribal voluntary cleanup sites — 0.5 mile ♦ State and tribal Brownfield sites — 0.5 The objectives of the ESA contained herein are as follows: ♦ Evaluate the potential for hazardous materials on the subject site based upon readily discernible and/or documented present and historic uses of the property and uses immediately adjacent to the site; and .....:....................................................................................... ............. ............................ .... ..................... ...... .... .......... ............................. S1HerRock Properly Phase I ESA .................. .............--...5 Introduction ....................... ♦ Generally characterize the expected nature of hazardous materials that may be present as a result of such uses, within the limits imposed by the scope of this ESA. This ESA is not intended to provide specific qualitative or quantitative information as to the actual presence of hazardous materials at the site, merely to identify the potential presence based on available information. To achieve the objectives of this ESA, RBF conducted a Phase I ESA of the subject site to provide preliminary conclusions relative to site conditions. The ESA included the following components, which are designed to aid in the discovery and evaluation of recognized environmental conditions: ♦ RBF performed a site visit on August 19, 2008, consisting of a visual examination of the subject site for visual evidence of potential environmental concerns including existing or potential soil and groundwater contamination, as evidenced by soil or pavement staining or discoloration, stressed vegetation, indications of waste dumping or burial, pit, ponds, or lagoons; containers of hazardous substances or petroleum produces; electrical and hydraulic equipment that may contain PCBs, such as electrical transformers and hydraulic hoists; and underground and aboveground storage tanks. RBF observed the physical characteristics of the property (i.e., apparent runoff directions, location of paved areas, etc.). It should be noted that the site visit specifically excluded any subsurface investigation including, but not limited to, sampling and/or laboratory analysis. ♦ An investigation of historical use of the subject site by examining locally available aerial photographs (one source) and other readily available historical information, for evidence of potential environmental concerns associated with prior land use. ♦ A review of information available on general geology and topography of the subject property and local groundwater conditions. ♦ A review of environmental records available from the property owner or site contact including regulatory agency reports, permits, registrations, and consultant's reports for evidence of potential environmental concerns. ♦ A site property line visual assessment of adjacent properties for evidence of potential off -site environmental concerns that may affect the subject property. ♦ A review of a commercial database summary (provided by EDR), of federal, state, and local regulatory agency records pertinent to the subject property and off -site facilities located within ASTM-specified search distances for the subject property. ♦ Interviews with key site personnel, as available, regarding current and previous uses of the subject site, particularly activities involving hazardous substances and petroleum products. ♦ RBF compiled the data reviewed, discussed findings, formulated conclusions, opinions and recommendations, and prepared this written report presenting the findings of the ESA. ..................................................................................................................................................................................................................................... -6- SilverRock Property Phase I ESA Introduction .......................... 1.3 The performance of the ESA was not limited by any extraordinary conditions (other than identified Data Gaps) or circumstances. LIMITING CONDITIONS OF ASSESSMENT The findings and professional opinions of RBF are based on the information made available to RBF (listed in Section 6.0, References) from public records, and should be understood to be preliminary only. RBF makes no warranties, either expressed or implied, concerning the completeness of the data made available to us for this study and withholds certification of any type concerning the presence or absence of contamination of the subject site. RBF is not responsible for the quality or content of information from these sources. The report states our conclusion based on the limitations of our scope of services, in accordance with generally accepted standards for a Phase I ESA. Subsurface exploration, geologic mapping, laboratory testing of soil or water samples, lead and asbestos sampling, and operations/inventory review of adjacent uses were not performed in connection with this ESA. This ESA represents our professional judgment, based on the level of effort described above, as to the present potential for hazardous materials at the site. This ESA specifically excludes air quality issues such as "indoor air quality" (vapor intrusion). Subsurface exploration, sampling and laboratory testing should be performed if it is deemed necessary or required to quantify the actual absence or presence of hazardous materials and recommend possible remediation measures for such hazardous materials (a "Phase H" investigation). This ESA does not satisfy continuing obligations under CERCLA liability protections provided for innocent landowners, bona fide prospective purchasers and contiguous property owners, which includes, but is not limited to, duties required after property acquisition (i.e., compliance with land use restrictions and institutional controls, undertake "reasonable steps" with respect to hazardous substances releases, compliance with other obligations such as reporting obligations and information requests, etc.). This ESA addressed the likelihood of the presence of hazardous substances and/or petroleum products resulting from past and current known uses of the property and nearby properties. Certain conditions, such as those listed below, may not be revealed: ♦ Naturally occurring toxins in the subsurface soils (i.e., radon), rocks, or water, or toxicity of the on -site flora; ♦ Toxicity of substances common in current habitable environments, such as stored household products, building materials, and consumables; ♦ Biological pathogens; ................................................................................................................................................................................................................................. SilverRock Property Phase I ESA ......................................................................................................................................................................... Introduction ................................................................... • Subsurface contaminant plume from a remote source; • Contaminants or contaminant concentrations that do not violate present regulatory standards but may violate such future standards; and ♦ Unknown site contamination, such as "midnight dumping" and/or accidental spillage, which could have occurred after RBF's site visit. 1.3.1 User Responsibilities The purpose of this section is to describe tasks to be performed by the user that will help identify the possibility of recognized environmental conditions in connection with the subject site. These tasks do not require the technical expertise of an environmental professional and are generally not performed by environmental professionals performing a Phase I ESA. The interview questionnaire utilized within this ESA is optional to the user and aids the environmental professional in gathering information from the user that may be material to identifying recognized environmental conditions. The following tasks are required, by the user of this ESA, to satisfy the requirements of conducting all appropriate inquires: ♦ Review Title and Judicial Records for Environmental Liens or Activity and Use Limitations (AULs) — Reasonably ascertainable recorded land title records and lien records that are filed under federal, tribal, state, or local law should be reviewed to identify environmental liens or activity and use limitations, if any, that are currently recorded against the property. Environmental liens and activity and use limitations that are imposed by judicial authorities may be recorded or filed in judicial records, and, where applicable, such records should be reviewed. Any environmental liens or activity and use limitations so identified shall be reported to the environmental professional conducting a Phase I Environmental Site Assessment. Unless added by a change in the scope of work to be performed by the environmental professional, this practice does not impose on the environmental professional the responsibility to undertake a review of recorded land title records and judicial records for environmental liens or activity and use limitations. The user should either (1) engage a title company or title professional to undertake a review of reasonably ascertainable recorded land title records and lien records for environmental liens or activity and use limitations currently recorded against or relating to the property, or (2) negotiate such an engagement of a title company or title professional as an addition to the scope of work to be performed by the environmental professional. ♦ Reasonably Ascertainable — Except to the extent that applicable federal, state, local, or tribal statutes, or regulations specify any place other than recorded land title records for recording or filing environmental liens or activity and use limitations or specify records to be reviewed to identify the existence of such environmental liens or activity and use limitations, environmental liens or activity and use limitations that are recorded or filed any place other than recorded land title records are not considered to be reasonably ascertainable. ..................................................................................................................................................................................................................... SilverRock Property Phase /ESA •••••••••••••••••8 Introduction .......................................................................................................................................................................................................................................... ♦ Speclall=ed Knowledge or EIrperience of the User — If the user is aware of any specialized knowledge or experience that is material to recognized environmental conditions in connection with the property, it is the user's responsibility to communicate any information based on such specialized knowledge or experience to the environmental professional. The user should do so before the environmental professional conducts the site reconnaissance. ♦ Actual Knowledge of the User — If the user has actual knowledge of any environmental lien or ALTLs encumbering the property or in connection with the property, it is the user's responsibility to communicate such information to the environmental professional. The user should do so before the environmental professional conducts the site reconnaissance. ♦ Reason for Significantly Lower Purchase Price — In a transaction involving the purchase of a parcel of commercial real estate, the user shall consider the relationship of the purchase price of the property to the fair market value of the property if the property was not affected by hazardous substances or petroleum products. The user should try to identify an explanation for a lower price which does not reasonably reflect fair market value if the property were not contaminated, and make a written record of such explanation. Among the factors to consider will be the information that becomes known to the user pursuant to the Phase I Environmental Site Assessment. The ASTM E1527-05 standard does not require that a real estate appraisal be obtained in order to ascertain fair market value of the property. ♦ Commonly Known or Reasonably Ascertainahly Information — If the user is aware of any commonly known or reasonably ascertainable information within the local community about the property that is material to recognized environmental conditions in connection with the property, it is the user's responsibility to communicate such information to the environmental professional. The user should do so before the environmental professional conducts the site reconnaissance. ♦ Other — Either the user shall make known to the environmental professional the reason why the user wants to have the Phase I Environmental Site Assessment performed or, if the user does not identify the purpose of the Phase I Environmental Site Assessment, the environmental professional shall assume the purpose is to qualify for an LLP to CERCLA liability and state this in the report. In addition to satisfying one of the requirements to qualify for an LLP to CERCLA liability, another reason for performing a Phase I Environmental Site Assessment might include the need to understand potential environmental conditions that could materially impact the operation of the business associated with the parcel of commercial real estate. The user and the environmental professional may also need to modify the scope of services performed under this practice for special circumstances, including, but not limited to , operating industrial facilities or large tracts of land (large areas or corridors). .......................................................................................................................................................................................................................................... SilverRock Property Phase I ESA Introduction ...................................... ... ........................................ .................................................................................... ........................ .......... ............................... The information and opinions rendered in this ESA are exclusively for use by the City of La Quinta. RBF will not distribute or publish this report without the consent of the City of La Quinta, except as required by law or court order. The information and opinions expressed in this ESA are given in response to RBF's scope of services and limitations indicated above and should be considered and implemented only in light of the scope of services and limitations. The services provided by RBF in completing this ESA were consistent with normal standards of the profession. No warranty, expressed or implied, is made. .................... .................................................................................................................... ............................................... »»..»............................ ......... ...... SilverRock Property Phase I ESA 10 Section 2 PHYSICAL SETTING Physical setting sources typically provide information regarding geologic, hydrogeologic, hydrologic, or topographic characteristics of a property. The following information is primarily based on review of the United States Geological Survey (USGS) La Quinta, California Quadrangle, dated 1959, photorevised 1980, and a site inspection conducted by RBF on August 19, 2008. Other miscellaneous resources utilized within this section and throughout the ESA are referenced in Section 6.0, References. 2.1 SUBJECT SITE DESCRIPTION 2.1.1 Location The subject site is located to the south of Avenue 52 and west of Jefferson Street, within the City of La Quinta, County of Riverside, State of California (Sections 5 and 8; T.6S; R.7E; SBBM). Surrounding land uses consist of residential, recreational, and vacant land uses. Access to the subject site is provided via Avenue 52. 2.1.2 Current Use(s) of the Subject Site Five APNs (776-150-004, 777-050-007, -008, -009, and 011) comprise the subject site with an approximate gross acreage of 198.91 acres. The site currently consists of unimproved roadways, golf course uses, and vacant land. 2.1.3 Description of On -Site Structures and Roads One temporary structure and one temporary storage shed (associated with golf course uses) are present on -site. Several unimproved roadways and one cart path are present on -site. 2.1.4 Zoning/Land Use Records Zoning/land use records generally consist of records maintained by the local government in which the subject site is located. They indicate the uses permitted by the local government for particular zones within its jurisdiction. The records may consist of maps and/or written records. According to the City of La Quinta General Plan, adopted March 20, 2002, Land Use Map, the subject site is designated as Golf Course Open Space (G) and Tourist Commercial (TC). 2.2 TOPOGRAPHY The USGS maps show geological formations and their characteristics, describing the physical setting of an area through contour lines and major surface features including lakes, rivers, streams, buildings, landmarks, and other factors that impact the spread of contamination. Additionally, the maps depict ....................................................................................................................................................................................................................11 SilverRock Property Phase / ESA ..........................................................................................................................................................................................................Physical Setting ............................... topography through color and contour lines and are helpful in determining elevations and site latitude and longitude. Based on the USGS La Quinta, California Quadrangle, dated 1959, photorevised 1980, on -site topography is approximately 25 feet above msl and relatively flat. The subject site appears to consist of a water tank, orchards, and vacant land. Orchard and vacant land uses generally characterize the area surrounding the subject site. The surrounding topography varies; mountains are visible to the west of the subject site and the topography to the north, east, and south is generally flat. Improved roadways are visible to the north and east of the subject site. The Coachella Canal adjoins the subject site to the south. 2.3 CURRENT USES OF ADJOINING PROPERTIES For the scope of this ESA, properties are defined and categorized based upon their physical proximity to the subject site. An adjoining property is considered any real property or properties the border of which is contiguous or partially contiguous with that of the subject site, or that would be contiguous or partially contiguous with that of the subject site but for a street, road, or other public thoroughfare separating them. An adjacent property is any real property located within a '/a -mile of the subject site's border. The following is a detailed description of each adjoining land use observed on August 19, 2008: ♦ North: Residential and recreational land uses are located to the north of the subject site. ♦ East: Vacant land uses are located to the east of the subject site. ♦ South: Recreational and vacant land uses are located to the south of the subject site. ♦ West: Recreational and vacant land uses are located to the west of the subject site. 2.4 GEOLOGIC CONDITIONS 2.4.1 Geology The USGS Geological Map Index was searched by EDR for available geological maps that cover the subject site and surrounding areas. These geological maps indicate geological formations that are overlaid on a topographic map. Some maps focus on specific issues (i.e., bedrock, sedimentary rocks, etc.) while others may identify artificial fills (including landfills). Geological maps can be effective in estimating permeability and other factors that influence the spread of contamination. According to the EDR GeoCheck Report, the subject site consists of a stratified sequence from the Cenozoic era. The depth to bedrock is greater than 0 inches. ................................................... ck Property Phase l ESA .................................................................................................................................................................12 SilverRo Physical Setting ............................................................................................................................................................................................................................................ 2.4.2 Soils The subject site is situated on the Myoma-Indio-Gilman association. The Myoma-Indio-Gilman association is nearly level to rolling, somewhat excessively drained to moderately well drained fine sands in dune areas and loamy fine sands, very fine sandy loams, fine sandy loams, and silt loams on alluvial fans. The U.S. Department of Agriculture (USDA) Soil Conservation Service (SCS) Soil Survey Maps were searched for available soils within the subject site. Three soil series' are located on the subject site and are described as follows: Gilman fine sandy loam, 0 to 2 percent slopes (GbA): The Gilman series consists mainly of well drained soils, but includes soils that have altered drainage where seepage from irrigation has caused a seasonal water table at depth of 3 to 5 feet. These soils formed in alluvium. In a typical profile the surface layer is very dark grayish brown (2.5Y 3/2) fine sandy loam when moist, about 8 inches thick. The Gilman fine sandy loam, 0 to 2 percent slopes soil is nearly level and has a profile similar to the one described as representative of the series, but drainage has not been altered by seepage and the water table is at a depth of more than 6 feet. About 3 percent of this mapping unit is included areas of Coachella soils, 4 percent Indio soils, and 3 percent Salton soils. About 4 percent is included areas of Gilman soils that have a loamy fine sand or sandy loam surface layer. In 30 percent of the mapping unit, the substratum is massive loam or silt loam. The soil is moderately permeable. Available water holding capacity is high at about 9.5 to 10.5 inches. Indio fine sandy loam (Ip): The Indo series consists of well drained or moderately well drained soils that formed in alluvium. Slopes are 0 to 2 percent. Typically, the surface layer is dark grayish brown (2.5Y 4/2) very fine sandy loam when moist, about 10 inches thick. The Indio fine sandy loam mapping unit is nearly level and has a profile similar to the one described as representative of the series, but it has a fine sandy loam surface layer and the water table is below 6 feet. About 5 percent of this mapping unit is included areas of Gilman soils, 3 percent Salton soils, and 2 percent Coachella soils. Also included are small areas of Indio soils that have a loamy fine sand or fine sand surface layer. Runoff is slow. The erosion hazard is slight. Permeability is moderate and the available water holding capacity is high at about 10.5 inches. Indio very fine sandy loam (Is): This nearly level soil has a profile similar to the one described as representative of the series, but the water table is below 6 feet. About 3 percent of this mapping unit is included areas of Gilman soils, 4 percent Salton soils, and 1 percent Coachella soils. In about 12 percent of the mapping unit, the surface layer is silt loam and the substratum below a depth of 40 inches is stratified with silty clay loam or is silty clay loam. Also included are some small areas north of Avenue 58 near the Coachella Valley Canal that have gullies 6 to 15 inches deep. Runoff is slow and the erosion hazard is SilverRock Property Phase I ESA �g .........................................................................................................................................................................Physical Setting ................................ ............................... slight. Permeability is moderate and the available water holding capacity is high at about 10.9 inches. Myoma fine sand, 0 to 5 percent slopes (MaB): The Myoma series consists mainly of somewhat excessively drained soils, but includes soils that have altered drainage where seepage from irrigation has caused a water table at a depth of 1.5 to 5 feet. The soils formed in recent alluvium. Slopes are 0 to 15 percent. Typically the upper 18 inches of this soil is olive gray (5Y 5/2) fine sand, when moist. The Myoma fine sand, 0 to 5 percent slopes mapping unit is nearly level to gently sloping on alluvial fans where they merged with the finer textured floodplain and basin soils. It has the profile described as representative of the series. About 8 percent of this mapping unit is included areas of Carsitas soils, 4 percent Coachella soils, 2 percent Riverwash, and 5 percent noncalcarous Myoma soils. Also included are some areas of sand; small areas of soils that have a coarse sand, sandy loam, or fine sandy loamy surface layer; mall areas of deposition along windbreaks and fence lines; and small area with slopes greater than 5 percent in citrus groves and vineyards. In some areas south of Dillon Road (Sky and Fun Valley) are soils with brown or yellowish brown loamy sand between depths of 10 to 40 inches, and some areas northwest of Martinez Canyon have a thin surface deposit of gravelly sand. Runoff is very slow and the erosion hazard is slight. Permeability is rapid and the available water holding capacity is low at about 4.8 inches. 2.4.3 Radon Radon is a radioactive gas that is found in certain geologic environments and is formed by the natural breakdown of radium, which is found in the earth's crust. Radon is an invisible, odorless, inert gas that emits alpha particles, known to cause lung cancer. Radon levels are highest in basements (areas in close proximity to the soil) that are poorly ventilated. A radon survey was not included within the scope of this investigation. According to the "U.S. EPA Map of Radon Zones," the County of Riverside is located within Zone 2, which has a predicted average indoor screening level of > 2.0 Picocuries per liter (pCa) and <_ 4 pCi/L. EPA recommends remedial actions when radon levels are greater than 4.0 pCi/L. 2.5 BIOLOGICAL SETTING The biotic community that exists within the vicinity of the subject site consists of that typical of vacant land that was historically used for agriculture practices in the La Quinta area. Sparse non- native grass and weed species as well as grass planted for the golf course driving range, were noted throughout the subject site. ........................................................................................................................................................................................................................................... SilverRock Property Phase I ESA 14 ........................ _......__.......... __...................... _.......... ___.........................._ . ...... nysical Settin�q 2.6 DRAINAGE/HYDROLOGY 2.6.1 Drainage Drainage of the subject site is accomplished by downward surface percolation and overland sheet flow, which generally varies across the subject site. Two large depressions are located in the western portion of the subject site. One drainage is located to the east of the subject site and appears to now to the south toward the All American Canal. 2.6.2 Flood Hazards Flood Prone Area Maps published by the USGS show areas prone to 100-year floods overlaid on a topographical map. These maps are not considered the official Federal Emergency Management Agency (FEMA) flood maps; therefore, in cases where a property is located immediately adjacent to or within the flood prone boundary, a FEMA map should be obtained. According to the EDR Database search, the subject site is not located within a 100-year flood zone (refer to the Appendix B, EDR Search). 2.7 GROUNDWATER AND WATER WELLS For the purpose of this ESA, RBF assumes groundwater flow would follow the slope of the ground surface elevations towards the nearest open body of water or intermittent stream. The direction of this flow on -site is expected to vary; however, groundwater is anticipated to generally flow in a southwesterly direction, toward and along the Coachella Canal. Based on the EDR GeoCheck Report, no water wells are located within the boundaries of the subject site (refer to the Appendix B, EDR Search). ....-..-..___............. __... _..._.._... ...._._._..__...._........_._......... rRock Property Phase I ESA 15 Section 3 HISTORICAL & REGULATORY SEARCHES The ASTM Phase I Standard (E1527-05) allows discretion in choosing from among eight standard sources, plus "other" non-specific sources (other non-specific sources can include newspaper archives and records in the files and/or personal knowledge of the property owner and/or occupants). The standard sources are aerial photographs, fire insurance maps, property tax files, recorded land title records (a chain -of -title), historical topographic maps, local street directories, building department records, and zoning/land use records. The focus is on usage rather than ownership, which is why a chain -of -title is not sufficient by itself. 3.1 METHODOLOGIES AND LIMITING CONDITIONS Historical information for the subject site was obtained from 1904 to the present. Per ASTM, historical uses "shall be identified from the present, back to the property's obvious first development use [including agricultural and fill activities], or back to 1940, whichever is earlier." Data failure (a subset of a data gap) occurs when all of the standard historical sources that are reasonably ascertainable and likely to be useful have been reviewed and yet the objectives of this ESA have not been met. Data failure is not uncommon in trying to identify the use of the property at five-year intervals back to the first use or 1940 (whichever is earlier). Based on the review of available documentation, RBF did not experience data failure. 3.2 HISTORICAL SITE USAGE The following historical information is based upon review of available historical maps and documents, available public information, interviews, and a review of a series of historical aerial photographs dating from 1953 to 2005. 3.2.1 Interviews 3.2.1.1 Current On -Site Owner RBF received a questionnaire from Mr. Doug Evans, Assistant City Manager to the Property owner (City of La Quinta), on August 27, 2008. Mr. Evans stated that the subject site has been utilized as vacant land and agricultural uses. He stated that no type of facility known to create, store, and/or maintain hazardous materials has adjoined or has been located within the boundaries of the subject site. Mr. Evans stated that no storage tanks (ASTs or USTs) have been or are currently present on the subject site. Mr. Evans stated that to his knowledge no environmental cleanups or any land use limitations have been associated with the subject site (refer to Appendix C, Documentation). SilverRock Properly Phase I ESA....................................................................................................................... ...........................................16 Historical and Regulatory Searches ....................................................................................................................................................................................................................I........... 3.2.1.2 City of La Quinta Fire Department RBF contacted staff member at the City of La Quinta Fire Department, requesting all available files associated with the on -site APNs and off -site reported LUST site at 79999 Avenue 52. The staff member referred RBF to Mr. Jason Stubbel, Riverside County Fire Inspector, for information regarding hazardous materials files for the City of La Quinta (refer to Appendix C, Documentation). 3.2.1.3 County of Riverside Fire Department RBF contacted Mr. Jason Stubbel, County of Riverside Fire Inspector, requesting all available files associated with the on -site APNs and off -site reported LUST at 79999 Avenue 52. Mr. Stubbel stated that the all hazardous materials related files are maintained at the County of Riverside Department of Environmental Health (refer to Appendix C, Documentation). 3.2.1.4 Other Interview Sources No additional interviews were conducted at the time of this ESA. 3.2.2 Documentation 3.2.2.1 Building Department Records Building Department Records are those records of the local government in which the subject site is located indicating permission of the local government to construct, alter, or demolish improvements on the property. The purpose for a records review is to obtain and review available building permit records, which would help to evaluate potentially recognizable environmental condition(s), which could be connected with the subject site. RBF requested available building records for the five on -site APNs (776-150-004, 777-050- 007, 777-050-008, 777-050-009, and 777-050-011) for the subject site via email request from the City of La Quinta. The City of La Quinta has no building records for any of the requested on -site APNs (refer to Appendix C, Documentation). 3.2.2.2 Recorded Land Title Records Recorded land titles are records usually maintained by the municipal clerk or county recorder of deeds which detail ownership fees, leases, land contracts, easements, liens, deficiencies, and other encumbrances attached to or recorded against the subject site within the local jurisdiction having control for or reporting responsibility to the subject site. According to the EDR Environmental Lien Search Report, no environmental liens and/or other AULs were found in association with the on -site APNs 776-150-004, 777-050-007, 777-050-008, 777-050-009, and 777-050-011 (refer to Appendix C, Documentation). ........................................................................................................................................................................................................................................... SilverRock Property Phase i ESA �7 Historical and Regulatory Searches .............................................................................................................................................. 3.2.2.3 Property Data RBF searched property data for the subject site via First American Real Estate Solutions and the legal description for the project site. This data typically provides current property ownership information and includes information regarding on -site improvements, zoning, land use, transfer of last sale, and other miscellaneous structural improvements. Property information was available for the subject site via First American, RealQuest Property Data; a parcel map for the subject site was reviewed as part of Maps 776-15 and 777-05, in which the subject site is included. The subject site consists of APNs 776-150-004, 777-050-007, 777-050-008, 777-050-009, and 777-050-011 (refer to Appendix C, Documentation). 3.2.2.4 City Directory Searches City directories, published by private companies (or sometimes the government), provide a chronological sequence of past site ownership, occupancy, and/or uses for a property by reference of an address. This type of search is particularly effective to determine the past uses of developed properties. EDR provided a City Directory Search (searched the years 1970 through 2006) for the subject site and adjoining properties on August 18, 2008. According to the City Directory Search, the subject site was not listed (refer to Appendix C, Documentation). 3.2.2.5 Sanborn Fire Insurance Maps Sanborn maps contain detailed drawings, which indicate the location and use of structures on a given property during specific years. These maps were originally produced to show buildings in sufficient detail for insurance underwriters to evaluate fire risks and establish premiums, but now are utilized as a valuable source of historical and environmental risk information. According to the Certified Sanborn Map Report obtained from EDR on August 14, 2008, no Sanborn maps are available for the subject site or immediate vicinity at the time of this ESA (refer to Appendix C, Documentation). 3.2.2.6 Historical Topographic Maps RBF reviewed historical topographic maps dated 1904 through 1980 for the subject site and adjacent areas provided by EDR. Review of available historical topographic maps provided the following chronological sequence of site history. Copies of the historical topographic maps as well as the most recent topographic map are presented in Appendix C, Documentation. 1904: In the 1904 USGS Indio, California Quadrangle (30 Minute [`] Series topographic map), the subject site consists entirely of vacant land. The 1904 Quadrangle is a smaller scale topographic map, which generally labels towns, rivers, peaks, and major land features; however, specific detail (structures and elevations, etc.) remains undefined. The subject site is located to the west of the City of Coachella. .................................................................................................................................... 18 SilverRock Property Phase !ESA ..................................................................................................................................I...............................Historical and Regulatory Searches ............... ................... .%............ ........................ Surrounding land uses appear to consist of vacant land. No on -site pits, ponds, or lagoons were noted on the 1904 topographic map. 1959- 1980: In the 1959 through 1980 USGS La Quinta and Palm Desert, California Quadrangle (7.5' and 15' Series), the subject site appears to consist of orchard and vacant land uses. On -site topography appears to be approximately 25 feet above msl and flat. One water well and one water pump appear to be located within the boundaries of the subject site. Surrounding land uses appear to consist of sparse structures, orchard, and vacant land uses. The Coachella Canal adjoins the subject site to the south. Avenue 52 is located to the north of the subject site and Jefferson Street is visible to the east of the subject site. No on -site pits, ponds, or lagoons were noted on the 1953 topographic map. Based on review of the above -referenced historical topographic maps, the subject site appears to have consisted of one water pump, one water well, orchards, and vacant land uses. 3.2.2.7 Historical County Planning Maps Beginning in the 1930s, historical county planning maps were used by highway departments to disburse federal funding based on each county's road system. Some states just mapped roads, but many added cultural features such as farms and factories. These features were usually shown everywhere except within city/county limits. These maps are especially useful in conjunction with historical topographic maps. The topographical map can indicate the size, shape, and location of structures, while the historical county planning map can identify their use. However, this ESA has relied upon other standard historical information sources assumed to be either more accurate or informative than Historical County Planning Maps. 3.2.2.8 California Department of Oil, Gas, and Geothermal Resources RBF reviewed a Wildcat Map provided by the California Department of Oil, Gas, and Geothermal Resources (DOGGR). These maps indicate existing and historical oil and gas wells within the immediate vicinity of the subject site. Current well status for any well indicated on the Wildcat Maps should be confirmed at the appropriate Division of Oil and Gas District Office. According to the Wildcat Map W1-7, Riverside and San Diego Counties, accessed on August 18, 2008, the subject site does not appear to be located within an area of oil, gas, or geothermal production (refer to Appendix C, Documentation). No reported oil, gas, or geothermal production wells are reported within the vicinity of the subject site. ................................................................................................................................................................19 SilverRock Property Phase 1 ESA Historical and Regulatory Searches ............................................................................................................................................................................................................................................ 3.2.2.9 File Record Review RBF requested files for the on -site APNs 776-150-004, 777-050-007, 777-050-008, 777- 050-009, and 777-050-011 at the Colorado River Basin Regional Water Quality Control Board (RWQCB), Department of Toxic Substances Control (DTSC), and County of Riverside Environmental Health Department (DEH). The DTSC does not maintain any records for the requested on -site APNs. Additionally, the RWQCB is not able to search by APN (refer to Appendix C, Documentation). Due to time constraints a response was not received from the DEH. In addition to the above referenced on -site addresses, RBF requested records from the RWQCB, DTSC, and DEH for the off -site property 79999 Avenue 52 (LUST Site), which may have impacted groundwater within proximity to the subject site and may have created an REC on -site. The DTSC did not maintain files for the off -site LUST site at 79999 Avenue 52. RBF received files from the RWQCB on August 27, 2008 vi fax (refer to Appendix C, Documentation). The files were the same files searched via the GeoTracker website (refer to Section 3.3.2, GeoTracker Search). Due to time constraints a response was not received from the DEH. 3.2.3 Aerial Photographs RBF reviewed available aerial photographs for the subject site and immediately adjacent areas to assist in the identification of development activities that have historically occurred on -site. Review of available historical aerial photographs dated 1953 through 2005 provided the following chronological sequence of site history. The aerial photographs were provided by EDR and are listed in Section 6.0, References. Copies of these historical aerial photographs are presented in Appendix C, Documentation. 1953- 1984: In the 1953 through 1984 aerial photographs, the subject site appears to consist of agricultural and vacant land uses. Surrounding land uses appear to consist of agricultural and vacant land uses. Improved roadways are visible to the north and east of the subject site. One drainage canal is visible to the south of the subject site. One structure appears to be visible adjoining the subject site to the southwest. Based on historical topographic maps the structure is most likely a water pump associated with the drainage canal. 1996- 2002: In the 1996 and 2002 aerial photographs, the subject site appears similar to that viewed in the 1953 through 1984 aerial photographs. Surrounding land uses also appear similar to that viewed in the 1953 aerial photograph. In addition, residential structures and golf courses are being developed to the north of the subject site. The structure to the southwest of the subject site (associated with a water pump) ........................................................................................................................................................................................................................................... SiNerRock Property Phase I ESA 2p Historical and Regulatory Searches ................................................................................................................................................................................................. remains in the 1996 and 2002 aerial photographs. 2005: In the 2005 aerial photograph, the subject site appears similar to that viewed in the 1953 through 2002 aerial photographs. In addition a golf course driving range appears to be visible in the eastern portion of the subject site. Additionally, land previously used for agricultural practices has been graded and now consists of disturbed vacant land. Surrounding land uses also appear to consistent with that viewed in the 1953 through 1964 aerial photographs. Residential and golf course development continue to increase to the north and west of the subject site. Based on review of the above -referenced historical aerial photographs, the subject site appears to have consisted of agricultural, recreational, and vacant land uses. Surrounding land uses also appear to have consisted of residential and developed land prior to 1953. 3.2.4 Other Historical Sources Other historical sources include miscellaneous maps, newspaper archives, and records in the files and/or personal knowledge of the property owner and/or occupants. No other historical sources were reviewed during the course of this ESA. 3.3 REGULATORY SOURCES The governmental sources have been searched by EDR (at the request of RBF) for sites within the subject site and within an approximate one -mile radius of the subject site boundaries. Upon completion of their search, EDR provided RBF with their findings dated August 14, 2008. RBF makes no claims as to the completeness or accuracy of the referenced sources. Our review of EDR's findings can only be as current as their listings and may not represent all known or potential hazardous waste or contaminated sites. To reduce the potential for omitting possible hazardous material sites on the subject site and within the surrounding area, sites may be listed in this report if there is any doubt as to the location because of discrepancies in map location, zip code, address, or other information. Refer to Appendix B, EDR Search, for a listing and description of the federal and state records searched. 3.3.1 Standard Environmental Record Searches 3.3.1.1 Subject Site Available public records (provided by EDR) were reviewed by RBF on August 14, 2008; refer to Exhibit 4, Overview Map, for a mapping of reported regulatory properties. The lists that were reviewed, did not report a regulatory site within the boundaries of the subject site. No known corrective action, restoration, or remediation has been planned, is currently taking place, or has been completed on the subject site. The subject site has not been under investigation for violation of any environmental laws, regulations, or standards, as identified in the databases reported by EDR. ..........................................................................................................................................................................................................................................1 SilverRock Property Phase I ESA 21 N Target Property r >., Indian Reservations BIA iu is ieay. • Sites at elevations higher than & Gil & Gas pipelines ar sq.( b Me target property 100-year flood zone M ♦ Sites epm,Pnsbwer Man e target property L:J SOO-year flcod zone Whi,lecta.d Gas Plants National W.U.m lnvenbry National Priority List Sitar i _I Dept. Defense Sites T Areas of Concern Soerce: EDR, InC., 2W8 SILVERROCK PROPERTY • PHASE I ESA Overview Map CON Exhibit 4 Historical and Regulatory Searches .......................................................................................................................................................................................................I............ 3.3.1.2 All Regulatory Listed Sites Within a One -Mile Radius of the Subject Site Two listed regulatory sites are located within a one -mile radius of the subject site which are listed in one or more regulatory databases. According to the EDR database search, the following off -site regulatory property may have impacted groundwater that underlies the subject site: ♦ Oak Tree West Proverty (79999 Avenue 52): This property is located 0.26- mile cross -gradient to the northeast of the subject site. This property was listed within the LUST and Cortese databases. The LUST database contains information on sites that maintain leaking USTs. The Cortese database identifies public drinking water wells with detectable levels of contamination, hazardous substance sites selected for remedial action, sites with known toxic materials identified through the abandoned site assessment program, sites with USTs having a reportable release and all solid waste disposal facilities from where there is know migration. One reported LUST reported a release of gasoline to an undefined medium. Case was reported closed on an unknown date. For a complete list of sites identified and their status, refer to the map of sites within a one - mile radius of the subject site contained within Appendix B, EDR Database Search. Additionally, Table 1, Identified Regulatory Sites Within a One -Mile Radius of the Subject Site, at the end of this section, identifies and discusses each of these listed regulatory sites. 3.3.1.3 Orphan Summary According to EDR's ESA Report Desktop Reference, dated 1996, some reported sites (Orphan Sites) are unmappable as exact locations remain undefined. Listings in publicly available records, which do not have adequate address information, are not generally considered practically reviewable. For the purposes of this ESA, practically reviewable is defined as information provided in a manner and in a form that yields information without the need for extraordinary analysis of irrelevant data. Although the location of these sites may be unknown, the site and detail information are often available through EDR. RBF's review of Orphan Sites consisted of a verification that the subject site is not listed (i.e., referenced by name or street address) and a review to identify if any of the Orphan Sites cause a moderate to high potential to create an REC within the boundaries of the subject site. An REC on the subject site as a result of one or more of the Orphan Sites is considered to be low due to the distance from subject site. 3.3.2 GeoTracker Search In addition to the EDR search mentioned above, RBF searched the subject site vicinity on ............................................................................................................................................................................................................................................ SiNerRock Property Phase 1 ESA 23 Historical and Regulatory Searches ._.... ................... _.................................................................................................... _._.... ............................................................................................. GeoTracker. GeoTmcker was developed pursuant to a mandate by the California State Legislature to investigate the feasibility of establishing a statewide Geographic Information System (GIS) for leaking underground fuel tank (LUFT) sites and is maintained by the State Water Resources Control Board. RBF makes no claims as to the completeness or accuracy of GecTracker; our review of GeoTmcker's findings can only be as current as their listings and may not represent all known m potential hazardous waste or contaminated sites. RBF searched all sites within GeoTracker in the City of La Quinta, County of Riverside, with the following facifity/property owner names "Landmark", "Oak Tree', and "La Quints'; the address numbers "79999'; as well as the street names "Avenue 52", and "Jefferson Street". The following searches resulted in no properties listed within the boundaries of the subject site. The following search resulted in the a report of further information for the Oak Tree West Property at 79999 Avenue 52 which reported a LUST in the EDR database search. The LUST reported gasoline as the potential contaminants of concern. The potential media affected is under investigation. The case is reported closed as of February 7, 1995. 3.3.3 Additional Environmental Record Searches No additional environmental records searches were performed during the preparation of this ESA. Phase I ESA Historical and Regulatory Searches Table 1 Identified Sites Within a One -Mile Radius of the Subject Site EDR Direction Potential for an Map NarneSAddress Subject DaYbae� Site Status REC on the IDN Site Subject Site LantlmaM Lease 0. 23mils Law Ave 52,%roll¢W. of Eas tithe This site is seasonal to have had approximately (No.1eminabon 1 Jefferson St Stertand Site NIST UST eleven hhtgic USTs conari rid. a ed Low flwated greater than 'L mile croasyndant 0.26m11e Reported LUST released gasoline to undefined from the sulhed she; Oak Tree West Property EanefbN LUST medium. Case reported closed. Reported in reported close date in 2 J 79M Avenue 52 1 Subject site I comets I Calve database. GeoTrecker wroth None: MeD f0 hominess match me site numbers indicated no aw m s, of SIles Worth me -mile radius cmlained wimun Appmdis B, MR Search. POTENTIAL FOR ENVIRONNENTAL CONDITION KEY: Lew loomeol = Vdenbal to create envirommental conditions so subfM site Is w sldNed to be lo. for one d sevNat factors InduaW, but not ll nim l to. the folowing' dlranlan of grountlwaler flow Is away from me subject site (seven gradlent); remedial action as uncer vay w oampleted m de -she looadm; distanca from subject site is crosideree great enough W not allaw me veation of a Potential environmental coulter; only .of was affected by me occurnn oo, antllo minmong agency foss donnmlred no hammer scow Is necessary. Moderate Potent al = Pnlmflal W create oNmnmental I:wlditlo on subject she Is considered to so moderate Vol homer Investigation may be neceswgdue to one o several tailors Inducing. but net limitetl to. the former, occanance reported boll remadlel same unlowen; Unable to confirm remediat eNm mmp'ated pmnmify W subled site; grouMwaar now is reverse me aumest alto (up gradient. NIM Potential = Roamer to creme environmental mldgo on subject site Is onsidoetl W be high and further investplian necessary due to one or smcrel factors Including ma fdlowtng: owns nu noted on -site and status If horsiest action unknown; occurrence affected groundwater and is located up gradient from subject site:. SlhrelRock Property Phase I ESA 25 Section 4 SITE RECONNAISSANCE The following section documents the result of the visual site inspection conducted by RBF on August 19, 2008, and identifies potential areas in which an environmental condition could arise. Refer to both on- and off -site photographs taken on August 19, 2008, at the end of this section as a general visual reference. For information regarding results of the historical and governmental records searches, refer to Section 3.0, Historical and Regulatory Information Searches. 4.1 ON -SITE OBSERVATIONS 4.1.1 Methodology and Limiting Conditions The objective of the site reconnaissance is to obtain information indicating the likelihood of identifying RECs, including hazardous substances and petroleum products in connection with the property (including soils, surface water, and groundwater). During the August 19, 2008 site inspection, RBF performed a visual observation of readily accessible areas of the subject site and immediately adjoining properties. No limitations were encountered during the course of this ESA. 4.1.2 Description of On -Site Structures and/or Uses The subject site currently consists of one temporary structure and one temporary storage shed (associated with golf course uses). Additionally, one golf course driving range is located within the southern portion of the subject site. 4.1.3 Geologic, Hydrogeologic, and Topographic Conditions The majority of the subject site appeared to be fairly flat, with the exception of several depressions located within the western and eastern portions of the subject site. Based on site conditions observed on August 19, 2008, the runoff associated with the subject site appeared to vary across the subject site. Two large depressions are located in the western portion of the subject site. One drainage is located to the east of the subject site and appears to flow to the south toward the All American Canal. 4.1.4 Asbestos Containing Material Asbestos is a strong, incombustible, and corrosion resistant material, which was used in many commercial products since prior to the 1940s and up until the early 1970s. If inhaled, asbestos fibers can result in serious health problems. Asbestos containing materials (AGMs) are building materials containing more than one percent (1%) asbestos (some state and regional regulators impose a one - tenth of one percent (0.1 %) threshold). RBF observed evidence of asbestos remediation activities (i.e., open window, structural removal observed from the exterior of the structures, etc.). Due to the lack of permanent on -site structures, the potential for asbestos containing materials (ACMs) to be found on -site is unlikely. The temporary structures appeared to be constructed after 1978. SitverRock Property Phase i ESA 26 ........... „........ ...... -.:............. ................................... ..... ............. .._.......... .................. _........... ... .-............................ Site Reconnaissance ......................................................... 4.1.5 Lead -Based Paints Until 1978, when the U.S. Consumer Product Safety Commission (CPSC) phased out the sale and distribution of residential paint containing lead, may homes were treated with paint containing some amount of lead. It is estimated that over 80 percent of all housing built prior to 1978 contains some LBP. The mere presence of lead in paint may not constitute a material to be considered hazardous. In fact, if in good condition (no flaking or pealing), most intact LBP is not considered to be a hazardous material. in poor condition LBPs can create a potential health hazard for building occupants, especially children. Due to the lack of permanent on -site structures, the potential for LBPs to be found on -site is unlikely. The temporary structures appeared to be constructed after 1978. 4.1.6 Solid Waste Disposal Multiple debris piles (i.e., sand, gavel, rock, and miscellaneous household debris) were observed within the northwestern portion of the subject site. The debris piles are reported to be stockpiled for landscaping materials and do not contain hazardous materials. 4.1.7 Utilities Typical utilities consisting of electrical, water utilities, and overhead power lines were noted on -site during the August 19, 2008 site inspection. No staining or leaking was noted with respect to on -site utilities. 4.1.8 Polychlorinated Biphenyls (PCBs) No transformers were noted on -site during the August 19, 2008 site inspection. No evidence of di- electric fluid or staining was noted on -site during the August 19, 2008 site inspection. 4.1.9 Chemical Storage Tanks (ASTs and USTs) During the August 19, 2008, site inspection the subject site was inspected for fill pipes, vent pipes, areas of abnormal or heavy staining, manways, manholes, access covers, concrete pads not homogenous with surrounding surfaces, concrete build-up areas potentially indicating pump islands, abandoned pumping equipment, or fuel pumps. No evidence of chemical storage tanks was noted during the August 19, 2008 site inspection. 4.1.10 Spills No visual or physical evidence of stained catch basins, drip pads, sumps, or stained soils was observed during the August 19, 2008, site inspection. ............................................................................... .... ...... ............. ................ I....... StNerRock Proparfy Phase I ESA .... ............................... ,................ .....,....................... Ske Reconnaissance 4.1.11 Wells No evidence of water wells was observed within the subject site during the August 19, 2008, site inspection. 4.1.12 Pits, Ponds, Lagoons No evidence of pits, ponds, or lagoons was observed within the subject site during the August 19, 2008, site inspection. 4.1.13 Septic Systems Residential septic systems me possible receivers of household waste and can be the source for soil and groundwater contamination. Active and abandoned residential structures not connected to the county sewer are likely to have septic systems. No habitable permanent structures were noted on -site; no evidence of on -site septic systems was identified on the subject site during the August 19, 2008 site inspection. 4.1.14 Miscellaneous Observations Approximately seven concrete stand pipes, which are reported to be associated with irrigation practices, were noted throughout the subject site during the August 19, 2008 site inspection. 4.2 OFF -SITE OBSERVATIONS As previously stated in Section 2.0, Physical Setting, an adjoining property is considered any real property or properties that the border of which is contiguous or partially contiguous with that of the subject site, or that would be contiguous or partially contiguous with thatof the subject site but for a street, road, or other public thoroughfare separating them. An adjacent property is any real property located within 0.25 tniles of the subject site's border. Visual observations of the publicly accessible portions of adjoining properties were conducted on August 19, 2008, as part of this ESA and are described below. 4.2.1 Current/Past Uses Surrounding off -site uses appeared to consist of recreational, residential, and vacant land uses, which were observed during the August 19, 2008 site inspection. No visible evidence to suggest past off - site uses was visible during the August 19, 2008 site inspection. 4.2.2 Utilities Typical utilities (e.g., power lines with transformers, water, and electrical) were noted within adjacent properties during the August 19, 2008, site inspection. No staining or leaking was observed with respect to utilities during the August 19, 2008, site inspection. SiNerRock Property Phase I ESA 28 Site Reconnaissance .....................................................................................................................................................................................»..................................................... 4.2.3 Chemical Storage Tanks No visible or physical evidence to indicate the presence of off -site ASTs or USTs were observed during the August 19, 2008 site inspection of immediately adjacent properties. 4.2.4 Hazardous Materials During a preliminary observation of accessible adjoining properties on August 19. 2008, no visible or physical evidence was observed to suggest that a surface release of petroleum -based material has recently occurred. No unusual or suspicious materials handling or storage practices were observed with respect to adjacent properties. ................... ............................................................... .............................. ............................................. .......... ....... ........................ .................. SitverRock Property Phase t ESA 29 PFVl" of connets nromores b Wdw hft weorem SILWRROCR PROMM- PHASE I ESA On -Site Photographs ExhibR 5 View d reNMirel usw btlle mM dme sub)edalle. Yewof v.ttl Wa d roes to IHe eW d 0e subject see. pp� SILVERROCR PROPEM-PHMSE I ESP Off -Site Photographs Exhlbtt 6 Section 5 FINDINGS, OPINIONS, AND CONCLUSIONS RBF has performed a Phase 1 Environmental Site Assessment (ESA) in general conformance with the scope of services and limitations of ASTM Standard Practice E 1527-05 for the SilverRock Property, City of La Quinta, County of Riverside, California; also known as the subject site within this ESA. Any exceptions to, or deletions from, this practice are described in Section 1.0, Introduction, of this report. This ESA has revealed the following in connection with the subject site. 5.1 FINDINGS AND OPINIONS The following findings and opinions are based upon review of reasonable ascertainable referenced material available to RBF during the preparation of this ESA, which included historical aerial photographs, historical topographic maps, regulatory databases, interviews, site reconnaissance, and other documentation: 5.1.1 Site Conditions 5.1.1.1 Site Reconnaissance Evidence of RECs within the boundary of the subject site was not observed during the August 19, 2008 site inspection. 5.1.2 Public Records Available public records (provided by EDR) were reviewed by RBF on August 14, 2008. The lists that were reviewed, did not report a regulatory site within the boundaries of the subject site. No known corrective action, restoration, or remediation has been planned, is currently taking place, or has been completed on the subject site. The subject site has not been under investigation for violation of any environmental laws, regulations, or standards, as identified in the databases reported by EDR. Two listed regulatory sites are located within a one -mile radius of the subject site which are listed in one or more regulatory databases. Based on EDR, the off -site regulatory property 79999 Avenue 52 (Oak Tree West Property) may have impacted groundwater, which underlies the subject site. According to the State Water Resources Control Board GeoTracker website, the following was noted by RBF. ♦ Oak Tree West Proaerty (79999 Avenue 52): This property is located 0.26-mile cross - gradient to the east of the subject site. This property was listed within the LUST and Cortese databases. According to the State Water Resources Control Board GeoTracker website, the LUST was reported case closed on February 7, 1995. Therefore, as the .........................................................................-....................................................................... SilverRock Property Phase I ESA................................................32 ................................................................................................................................................. Findings:..Opinions:..and Conclusions LUST site was reported case closed, it is the opinion of RBF that this off -site address 79999 (Oak Tree West Property) has not impacted groundwater that underlies the subject site at this time. It is the opinion of RBF that an REC is not present as a result of this off - site regulatory property. Therefore, based on the EDR database search, dated August 14, 2008, and the State Water Resources Control Board GeoTracker website accessed on August 18, 2008, it is RBFs opinion that there is not an REC on -site as a result of reported regulatory properties at this time. 5.1.3 Historic Recognized Environmental Condition(s) No HRECs have been noted within the boundaries of the subject site at the time of this ESA 5.1.4 Historical Use(s) Information Based upon the review of available historical aerial photographs, on -site agricultural uses appear to be present between 1959 and 1980. Therefore, the potential exists that adverse environmental conditions were created by historic agricultural activities on -site. A combination of several commonly used pesticides (i.e., DDD, DDT, DDE) that are now banned may have been used throughout the subject site. It should be noted that the historical use of agricultural pesticides may have resulted in pesticide residues of certain persistence in soil at concentrations that are considered to be hazardous according to established federal regulatory levels. The primary concern with historical pesticide residues is human health risk from inadvertent ingestion of contaminated soil, particularly by children. The presence of moderately elevated pesticide residuals in soil present potential health and marketplace concerns. 5.1.5 Data Gaps A data gap is a lack of or inability to obtain information required by the ASTM E1527-05 practice despite good faith efforts by the environmental professional to gather such information. Data Gaps may result from incompleteness in any of the activities required by this practice, including, but not limited to site reconnaissance and interviews. As a result of time constraints, RBF was unable to receive files for the on -site APNs and off -site address 79999 Avenue 52 from the DEH. However, as the off -site address was listed as case closed on February 7, 1995 on the GeoTracker website, it is RBF's opinion that this is not a significant data gap. 5.1.6 Other Potential Sources of Hazardous Material The presence of hazardous materials on the subject site that may have been generated from adjacent properties was not visually or physically evident during the August 19, 2008 site inspection. ................................................................................................................................................................33 SilverRock Property Phase 1 ESA .».................... ». Findings, Opinions, and Conclusions ».................»........»».....»......».................»....,...............................................,............................. 5.2 CONCLUSIONS RBF has conducted this ESA in general accordance with ASTM Standard Practice E1527-05 and the scope of services, and subject to the limitations thereof. Any deviations from this standard practice were previously described in this ESA. RBF's findings and opinions revealed evidence of an REC in connection with the subject site. The subject site has been historically utilized for agricultural purposes for several decades and may contain pesticide residues in the soil. It is the opinion of RBF that soil sampling should occur throughout the subject site, as determined by a qualified Phase Ii//III specialist. The sampling will determine if pesticide concentrations exceed established regulatory requirements and will identify proper handling procedures that may be required. .............................. .... .......................... ....................»..........»»»..»...........................»...................................................».......».,...................... SilverRock Property Phase ! ESA 34 Section 6 REFERENCES Date Approximate Source Scale 1953 1 "=555' Pacific Air 1959 ]'=555' Robinson 1978 V-600' AMU 1984 I1=690' USES 1996 ]'=666' USGS 2002 1"=666' USGS 2005 1 "=485' EDR Note: 1953-2005 Historical Aerial Photographs provided by Environmental Data Resources, Inc. American Society for Testing and Materials IntaniltiOnal, Standard Practice for Environmental ,Site Assessments: Phase I Environmental Site Assessment Process, Designation: E 1527 — 05 Califomia Department of Oil Gas, and Geothernigil Resources (DOGGRI, Wildcat Map flWl-7, Counties of Riverside and San Diego, http://www.c2us ca envtDO�/dI intl x ma 1 a px, accessed on August 18, 2008 City of La Ouirt Comprehensive General Plan, Land Use Map, adopted March 20, 2002 County of Riverside, Department of Environmental Health, correspondence dated August 18, 2008 Department of Toxic Substance Control, correspondence dated August 18, 2008; response letter dated August 19, 2008 Environmental Data Resources Inc., Radius Map Report with GeoCheck, dated August 14, 2008 Environmental Data Resources Inc., City Directory Abstract; dated August 18, 2008 Environmental Data Resources Inc., Sanborn Fire Insurance Maps provided via the Sanbom Library, LLC, searched on August 14, 2008 EPA Mao of Radon Zones, U.S. EPA, 1993 GeoTracker, State Water Resource Control Board, accessed August 18, 2008 Interview, Mr. Doug Evans, Assistant City Manager to the property owner, August 27, 2008 Renal Water Ouality Control Board, correspondence dated August 18, 2008; response letter dated August 26, 2008 RealOuest Property Data, First American Real Estate Solutions, accessed on August 14, 2008 Site Inspection, conducted on August 19, 2008 USDA Soil Conservation Service Soil Survey, Riverside County Coachella Valley Area, California, Issued September 1980. ....................................................................................................... ............................ I .......... ....... SilverRock Property Phase l ESA......................................_........................__........_35 References ................... USGS Historical Topographic Quadrangles, Southern CA .Sheet 2, San Diego, and National City, California Quadrangles, dated 1904 through 1996 USGS Topographic Quadrangle, La Quinta, California Quadrangle, dated 1959, photorevised 1980 ........................................................................................................................................................................................................................................... SilverRock Property Phase !ESA 36 Whitewater River Region WQMP Montage Residential Appendix I PROJECT -SPECIFIC WQMP SUMMARY DATA FORM Project -Specific WQMP Summary Data Form Applicant Information Name and Title Prasad Kasturi, P.E., Project Manager Company Michael Baker International Phone 760 346-7481 Email Prasad.Kasturi@mbakerintl.com Project Information Project Name (as shown on project application/project-specific WQMP) Montage Residential (PM 37207) Street Address 79-179 Ahmanson Lane, La Quinta, CA 92253 Nearest Cross Streets W Corner of SilverRock Way and Ahmanson Lane Municipality (City or Unincorporated County) LA Quinta Zip Code 92253 Tract Number(s) and/or Assessor Parcel Number(s) 777-490-038, 776-150-028 Other (other information to help identify location of project) Indicate type of project. Priority Development Projects (Use an "X" in cell preceding project type): SF hillside residence; impervious area > 10,000 sq. ft.; Slope > 25% SF hillside residence; impervious area > 10,000 sq. ft.; Slope > 10% & erosive soils Commercial or Industrial > 100,000 sq. ft. Automotive repair shop Retail Gasoline Outlet disturbing > 5,000 sq. ft. Restaurant disturbing > 5,000 sq. ft. x Home subdivision > 10 housing units Parking lot > 5,000 sq. ft. or > 25 parking spaces Date Project -Specific WQMP Submitted May 2021 Size of Project Area (nearest 0.1 acre) 12.6 Acres Will the project replace more than 50% of the impervious surfaces on an existing developed site? No Project Area managed with LID/Site Design BMPs (nearest 0.1 acre) 12.6 Acres Are Treatment Control BMPs required? No Is the project subject to onsite retention by ordinance or policy? Yes Did the project meet the 100% LID/Site Design Measurable Goal? Yes Name of the entity that will implement, operate, and maintain the post -construction BMPs SilverRock Phase 1, LLC Contact Name Robert S. Green, Jr. Street or Mailing Address 3551 Fortuna Ranch Road City La Quinta, CA Zip Code 92253 Phone 760-634-6543 Space Below for Use by City/County Staff Only Preceding Information Verified by (consistent with information in project -specific WQMP) Name: Date: Date Project -Specific WQMP Approved: Data Entered by Name: Date: Other Comments