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Appendix J.2 - Water Quality Management Plan (WQMP)J LII Appendix J.2 Water Quality Management Plan (WQMP) Proactive Engineering, 2021 Travertine SPA Draft EIR SCH# 201811023 Technical Appendices October 2023 2014 Whitewater River Region WQMP Project Specific Water Quality Management Plan For: TRAVERTINE PROJECT City of La Quinta, County of Riverside DEVELOPMENT NO. TENTATIVE TRACT MAP 37387 DESIGN REVIEW NO. Prepared for: Hofmann Land Development Co. P.O. Box 907 Concord, CA 94522 Telephone: (925) 478-2000 Prepared by: Mark Anderson, PE Proactive Engineering Consultants 27042 Towne Centre Drive, Suite 110 Foothill Ranch, CA 92610 Telephone: (949) 716-7460 Original Date Prepared: September 2021 Revision Date(s): 2014 Whitewater River Region WQMP OWNER'S CERTIFICATION This project -specific Water Quality Management Plan (WQMP) has been prepared for: Hofmann Land Development Co for the project known as Travertine Project in the City of La Quinta, Riverside County This WQMP is intended to comply with the requirements of City of La Quinta for Travertine Project TTM 37387 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 Water Quality Ordinance (Municipal Code Section 493). 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." Owner's Signature Lisa Hofmann Morgan Owner's Printed Name Owner's Title/Position Date Hofmann Land Development Co. P.O. Box 907 Concord, CA 94522 ATTEST Notary Signature Printed Name Title/Position Date THIS FORM SHALL BE NOTARIZED BEFORE ACCEPTANCE OF THE FINAL PROJECT SPECIFIC WQMP 2014 Whitewater River Region WQMP Contents SECTION PAGE I. Project Description 1 II. Site Characterization 4 III. Pollutants of Concern 6 IV. Hydrologic Conditions of Concern 7 V. Best Management Practices 8 V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPs 8 V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPs 10 V.1.B TREATMENT CONTROL BMPs 18 V.1.0 MEASURABLE GOAL SUMMARY 19 V.2 SOURCE CONTROL BMPS 20 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES 23 V.4 REGIONALLY -BASED BMPs 23 VI. Operation and Maintenance Responsibility for BMPs 24 VII. Funding 25 TABLES TABLE 1. POLLUTANT OF CONCERN SUMMARY 6 TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT OF CONCERN REMOVAL EFFICIENCY 9 TABLE 3. IMPLEMENTATION OF SITE DESIGN BMP CONCEPTS 11 TABLE 4. LID/SITE DESIGN BMPs MEETING THE LID/SITE DESIGN MEASURABLE GOAL 17 TABLE 5: TREATMENT CONTROL BMP SUMMARY 18 TABLE 6: MEASURABLE GOAL SUMMARY 19 TABLE 7. SOURCE CONTROL BMPs 20 APPENDICES A. CONDITIONS OF APPROVAL 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) 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 September 2021 1-i 2014 Whitewater River Region WQMP I. Project Description Project Owner: WQMP Preparer: Project Site Address: Planning Area/ Community Name/ Development Name: APN Number(s): Latitude & Longitude: Receiving Water: Project Site Size: Hofmann Land Development Co. P.O. Box 907 Concord, CA 94522 Mark Anderson, PE Proactive Engineering Consultants Towne Centre Drive, Suite 110 Foothill Ranch, CA 92610 (949) 716-7460 West of Madison Street, East of Jefferson Street along Avenue 62 City of La Quinta, CA Coachella Valley Planning Area City of La Quinta Travertine Project, TTM 37387 766-110-003, 766-110-004, 766-110-007, 766-110-009, 766-120- 001, 766-120-002, 766-120-003, 766-120-006, 766-120-016, 766- 120-018, 766-120-015, 766-120-021, 766-120-023, 766-280-057, 764-280-059, 764-280-061, 753-040-014, 753-040-017, 753-040- 016, 743-050-029, 753-050-007, 753-060-003. 33.60194444, -116.26111111 None — The site retains 100% of the runoffs behind dike #4 855.4 acres, 514.2 acres disturbed Formation of Horne Owners' Association (HOA) or Property Owners Association (POA): Y ® N September 2021 1-1 2014 Whitewater River Region WQMP Additional Permits/Approvals required for the Project: AGENCY Permit required State Department of Fish and Wildlife, Fish and Game Code § 1602 Streambed Alteration Agreement N❑ Y a State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Certification N❑ Y 0 US Army Corps of Engineers, CWA Section 404 permit Y ❑ Nil US Fish and Wildlife, Endangered Species Act Section 7 biological opinion N Y a Statewide Construction General Permit Coverage N Y a Statewide Industrial General Permit Coverage Y ❑ NO Other (please list in the space below as required) City of La Quinta Building Permit City of La Quinta Grading Permit The Travertine Project is an 855.4 -acre site with 514.2 -acre being disturbed for development. The project is located west of Madison Street, and east of Jefferson Street along Avenue 62 in the City of La Quinta. Currently, the site is undeveloped and includes an abandoned vineyard. Drainages sheet flow from the west San Jacinto and Santa Rosa mountain ranges. There are several dikes that have been constructed to protect the vineyard areas from the mountain slope drainages. The project site is located upstream behind CVWD Dike #4. The drainages are contained behind the dike where storm water runoff is retained and infiltrated. The proposed project is a residential and park development. Several improvements are planned for the development including road improvements, drainage systems, two infiltration basins and water/sewer systems to serve the proposed community. The project is generally bounded by mountain ranges to the west, Coachella Valley Water District (CVWD) spreading basins and Madison Street to the east, and 62nd Street and undeveloped area to the south. The preliminary drainage plan for the Travertine Project proposes a system of underground storm drains and catch basins to intercept and convey the runoffs generated by the project site. The project site is unique because it is located upstream behind CVWD dike #4 Groundwater Recharge Facility (see Travertine site map). 100% of the pre and post development drainages are contained behind the dike where they are retained and infiltrated. The two proposed infiltration basins within the project site are water quality basins designed to capture and infiltrate the 2 -yr. storm event. Additionally the 100 year 24 -hr runoff volume delta between the existing and proposed condition will infiltrate through the proposed basins. Peak flows will be outletted at or below existing condition peak flows. Emergency overflow spillways have been designed to route flows to the area behind Dike #4 as in the existing condition. September 2021 1-2 2014 Whitewater River Region WQMP Appendix A of this project -specific WQMP includes a complete copy of the final Conditions of Approval. 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. • Pre- and post -project topography. Appendix I is a one page form that summarizes pertinent information relative to this proj ect- specific WQMP. September 2021 1-3 II. Site Characterization Land Use Designation or Zoning: Current Property Use: Proposed Property Use: Availability of Soils Report: Phase 1 Site Assessment: 2014 Whitewater River Region WQMP Current Zoning: Low Density Residential, Golf Course, Neighborhood and Tourist Commercial, Medium High Density Residential and Commercial Park. Vacant and Undeveloped Residential, Commercial, Golf Course & Open Space Y ® Nn Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E. Y n NEI Note: If prepared, attached remediation summary and use restrictions in Appendix 11. September 2021 1-4 2014 Whitewater River Region WQMP Receiving Waters for Urban Runoff from Site Receiving Waters EPA Approved 303(d) List Impairments Designated Beneficial Uses Proximity to RARE Beneficial Use Designated Receiving Waters None *There are no runoffs to the receiving water. 100% of the runoffs is contained behind dike #4. September 2021 1-5 2014 Whitewater River Region WQMP III. Pollutants of Concern Table 1. Pollutant of Concern Summary Pollutant Category Potential for Project and/or Existing Site Causing Receiving Water Impairment Bacteria/Virus (Pathogens) Y None — 100% Containment behind Dike #4 Heavy Metals Y None — 100% Containment behind Dike #4 Nutrients Y None — 100% Containment behind Dike #4 Toxic Organic Compounds Y None — 100% Containment behind Dike #4 Sediment/Turbidity Y None — 100% Containment behind Dike #4 Trash & Debris Y None — 100% Containment behind Dike #4 Oil & Grease Y None — 100% Containment behind Dike #4 Toxaphene, Dieldrin, DDT, PCB, Toxicity Ammonia N None — 100% Containment behind Dike #4 Note: Toxaphene, Dieldrin, DDT& PCB are banned substances in the US. September 2021 1-6 2014 Whitewater River Region WQMP 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. September 2021 1-7 2 year — 24 hour 10 year — 24 hour Precondition Post -condition Precondition Post -condition Discharge (cfs) N/A -SEE APPENDIX C N/A -SEE APPENDIX C Velocity (fps) Volume (cubic feet) Duration (minutes) September 2021 1-7 2014 Whitewater River Region WQMP 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. These BMPs have been selected and implemented to comply with Section 3.5 of the WQMP Guidance document, and consist of Site Design BMP concepts, Source Control, LID/Site Design and, if/where necessary, Treatment Control BMPs as described herein. V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPs Local Jurisdiction Requires On -Site Retention of Urban Runoff: Yes ❑ The project will be required to retain Urban Runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater). The LID/Site Design measurable goal has thus been met (100%), and Sections V.1.A and V.1.B do not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F, and '100%' should be entered into Column 3 of Table 6 below. No ® Section V.1 must be completed. This section of the Project -Specific WQMP documents the LID/Site Design BMPs and, if/where necessary, the Treatment Control BMPs that will be implemented on the project to meet the requirements detailed within Section 3.5.1 of the WQMP Guidance document. Section 3.5.1 includes requirements to implement Site Design Concepts and BMPs, and includes requirements to address Pollutants of Concern with BMPs. Further, sub -section 3.5.1.1 specifically requires that Pollutants of Concern be addressed with LID/Site Design BMPs to the extent feasible. LID/Site Design BMPs are those BMPs listed within Table 2 below which promote retention and/or feature a natural treatment mechanism; off-site and regionally -based BMPs are also LID/Site Design BMPs, and therefore count towards the measurable goal, if they fit these criteria. This project incorporates LID/Site Design BMPs to fully address the Treatment Control BMP requirement where and to the extent feasible. If and where it has been acceptably demonstrated to the local land use authority that it is infeasible to fully meet this requirement with LID/Site Design BMPs, Section V.1.B (below) includes a description of the conventional Treatment Control BMPs that will be substituted to meet the same requirements. In addressing Pollutants of Concern, BMPs are selected using Table 2 below. September 2021 1-8 2014 Whitewater River Region WQMP Table 2. BMP Selection Matrix Based Upon Pollutant of Concern Removal Efficiency (1) (Sources: Riverside County Flood Control & Water Conservation District Design Handbook for Low Impact Development Best Management Practices, dated September 2011, the Orange County Technical Guidance Document for Water Quality Management Plans, dated May 19, 2011, and the Caltrans Treatment BMP Technology Report, dated April 2010 and April 2008) Pollutant of Concern Landscape Swale2, 3 Landscape Strip2, 3 Biofiltration (with underdrain)2,3 Extended Detention Basin2 Sand Filter Basin2 Infiltration Basin2 Infiltration Trench2 Permeable Pavement2 Bioretention (w/o underdrain)2, 3 Other BMPs Including Proprietary BMPs4, 6 Sediment & Turbidity M M H M H H H H H Varies by Products Nutrients L/M L/M M L/M L/M H H H H Toxic Organic Compounds M/H M/H M/H L L/M H H H H Trash & Debris L L H H H H H L H Bacteria & Viruses (also: Pathogens) L M H L M H H H H Oil & Grease M M H M H H H H H Heavy Metals M M/H M/H L/M M H H H H Abbreviations: removal efficiency M: Medium removal efficiency H: High removal efficiency assessment and updating of the guidance provided by this table may be necessary. when designed in accordance with the most current edition of the document, "Riverside River Region Stormwater Quality Best Management Practice Design Handbook". dependent upon design which includes implementation of thick vegetative cover. Local water and/or landscaping requirements should be considered; approval is based on the discretion of the authority. stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices other stormwater treatment BMPs not specifically listed in this WQMP (including proprietary filters, separators, inserts, etc.), or newly developed/emerging stormwater treatment technologies. should be based on evaluation of unit processes provided by BMP and available testing is based on the discretion of the local land use authority. for primary treatment as opposed to pre-treatment, requires site-specific approval by the local land use L: Low Notes: (1) Periodic performance (2) Expected performance County, Whitewater (3) Performance conservation local land use (4) Includes proprietary Handbooks, hydrodynamic (5) Expected performance data. Approval (6) When used authority. September 2021 1-9 2014 Whitewater River Region WQMP 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. September 2021 1-10 2014 Whitewater River Region WQMP Table 3. Implementation of Site Design BMP Concepts September 2021 Included Brief Reason for BMPs Indicated as No or N/A Design Concept Technique Specific BMP Yes No N/A Site Design BMP Concept 1 Minimize Urban Runoffthere Minimize Impervious Footprint, and Conserve Natural Areas (See WQMP Section 3.5.1.3) Conserve natural areas by concentrating or clustering development on the least environmentally sensitive portions of a0❑ site while leaving the remaining land in a natural, undisturbed condition. ❑ The south of the project site is preserved as Open space Conserve natural areas by incorporating the goals of the Multi- Species Habitat Conservation Plan or other natural resource plans. ❑ ❑ The south of the project site is preserved as Open space _ �� Preserve natural drainage features and natural depressional storage areas on the site. ❑ ❑ The south of the project site is preserved as Open space Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. ❑ ❑ Project site will be a fill site. In addition, are no existing native trees or shrubs 0 Use natural drainage systems. ❑ ❑ The majority of on-site drainages are disturbed by grading for residential pads A Where applicable, incorporate Self -Treating Areas ❑ ❑ Areas of landscaping and/or vegetation are included for Self -Treating Areas �� Where applicable, incorporate Self -Retaining Areas ❑ ❑ Areas of landscaping and/or vegetation are included for Self -Treating Areas �� Increase the building floor to area ratio (i.e., number of stories above or below ground). ❑ ❑ Development is for Residential Use 1 Construct streets, sidewalks and parking lot aisles to minimum widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised. ❑ ❑ Streets, sidewalks and parking lot aisles are constructed to minimize widths necessary, provided that public safety & a walkable environment for pedestrians are not compromised. 1 Reduce widths of streets where off-street parking is available. ❑ ❑ Widths of streets are reduced where off - street parking is available. 1 Minimize the use of impervious surfaces, such as decorative in the landscape design. ❑ ❑ Decorative concrete can be used within landscape area in place of concrete to minimize the impervious surfaces. 1concrete, September 2021 2014 Whitewater River Region WQMP September 2021 1-12 Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept). None available 0 September 2021 1-12 2014 Whitewater River Region WQMP Table 3. Site Design BMP Concepts (continued) September 2021 1-13 Included Brief Reason for Each BMP Indicated as No or N/A Design Concept Technique Specific BMP Yes No N/A Site Design BMP Concept 2 Minimize Directly Connected Impervious Area (See WQMP Section 3.5.1.4) Design residential and commercial sites to contain and infiltrate roof runoff, or direct roof runoff to landscaped swales or buffer areas. Storm runoff will be conveyed via drive aisle, streets and underground storm drain system and discharged into retention/infiltration basins. A❑ Drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping. ❑ ❑ Storm runoff will be conveyed via drive aisle, streets and underground storm drain system and discharged into retention/infiltration basins. // Incorporate landscaped buffer areas between sidewalks and streets. ❑ ❑ Landscape area between sidewalks and streets could be used to treat the impervious surface of the sidewalk. I Use natural or landscaped drainage swales in lieu of underground piping or imperviously lined swales. Storm runoff will be conveyed via drive aisle, streets and underground storm drain system and discharged into retention/infiltration basins. A❑ Where soil conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration. ❑ ❑ Storm runoff will be conveyed via drive aisle, streets and underground storm drain system and discharged into retention/infiltration basins. // Maximize the permeable area by constructing walkways, trails, patios, overflow parking, alleys, driveways, low -traffic streets, and other low - traffic areas with open jointed paving materials or permeable surfaces such as pervious concrete, porous asphalt, unit pavers, and granular materials. ❑ ❑ Storm runoff will be conveyed via drive aisle, streets and underground storm drain system and discharged into retention/infiltration basins. // Use one or more of the following: Rural swale system: street sheet flows to landscaped swale or gravel shoulder, curbs used at street corners, and culverts used under driveways and street crossings. ❑ Storm runoff will be conveyed via drive aisle, streets and underground storm drain system and discharged into retention/infiltration basins. A❑ Urban curb/swale system: street slopes to curb; periodic swale inlets drain to landscaped swale or biofilter. Storm runoff will be conveyed via drive aisle, streets and underground storm drain system and discharged into retention/infiltration basins. A❑ September 2021 1-13 2014 Whitewater River Region WQMP September 2021 1-14 Included Brief Reason for Each BMP Indicated as No or N/A Design Concept Technique Specific BMP Yes No N/A Dual drainage system: first flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder; high flows ❑ connect directly to MS4s. Storm runoff will be conveyed via drive aisle, streets and underground storm drain system and discharged into retention/infiltration basins. 0❑ Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative❑ required to describe BMP and how it addresses site design concept). ❑ Storm runoff will be conveyed via drive aisle, streets and underground storm drain system and discharged into retention/infiltration basins. a Use one or more of the following for design of driveways and private residential parking areas: Design driveways with shared access, flared (single lane at street), or wheel strips (paving only under the tires). ❑ ❑ Does not meet City standards a Uncovered temporary or guest parking on residential lots paved with a permeable surface, or designed to drain into landscaping. ❑ ❑ Does not meet City standards a September 2021 1-14 2014 Whitewater River Region WQMP Table 3. Site Design BMP Concepts (continued) September 2021 1-15 Included Brief Reason for Each BMP Indicated as No or N/A Design Concept Technique Specific BMP Yes No N/A Site Design BMP Concept 2 (cont'd) Minimize Directly Connected Impervious Area (See WQMP Section 3.5.1.4) Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept). ❑ ❑ None available /1 Use one or more of the following for design of parking areas: Where landscaping is proposed in parking areas, incorporate parking area landscaping into the drainage design. ❑ ❑ Storm runoff will be conveyed via drive aisle, streets and underground storm drain system and discharged into retention/infiltration basins. 0 Overflow parking (parking stalls provided in excess of the Permittee's minimum parking requirements) may be constructed with permeable pavement. ❑ ❑ No overflow parking proposed 0 Other comparable and equally effective Site Design BMP (or BMPs) as approved by the local land use authority (Note: Additional narrative required describing BMP and how it addresses site design concept). ❑ ❑ None available A September 2021 1-15 2014 Whitewater River Region WQMP Project Site Design BMP Concepts: The project will implement two (2) separate retention/infiltration basins to treat the required stormwater runoff. Runoff from roof drains and other impervious area will be conveyed to each basin by way of drive aisles, streets and underground storm system. These basins will also infiltrate the delta of the largest volume 100 year storm, for full details see Hydrology study contained in Appendix F. September 2021 1 - 1 6 2014 Whitewater River Region WQMP Table 4. LID/Site Design BMPs Meeting the LID/Site Design Measurable Goal (1) DRAINAGE SUB -AREA ID OR NO. (2) LID/SITE DESIGN BMP TYPE* Table 2) (3) POTENTIAL POLLUTANTS OF CONCERN WITHIN DRAINAGE SUB -AREA (Refer to Table 1) (4) POTENTIAL POLLUTANTS WITHIN SUB- AREA CAUSING RECEIVING WATER IMPAIRMENTS (Refer to Table 1) (5) EFFECTIVENESS OF LID/SITE DESIGN BMP AT ADDRESSING IDENTIFIED POTENTIAL POLLUTANTS L, M, H/M, H; see (U(See Table 2) (6) BMP MEETS WHICH DESIGN CRITERIA? (Identify as VBMP OR QBMP) (7) TOTAL AREA WITHIN DRAINAGE SUB -AREA (Nearest 0.1 acre) A INFILTRATION BASIN SEDIMENT & TURBIDITY, NUTRIENTS, TOXIC ORGANIC COMPOUNDS, TRASH & DEBRIS, BACTERIA & VIRUSES, OIL & GREASE AND HEAVY METALS PATHOGENS H VBMP 218.5 B INFILTRATION BASIN PATHOGENS H VBMP 295.7 TOTAL PROJECT AREA TREATED WITH LID/SITE DESIGN BMPs (NEAREST 0.1 ACRE) 514.2 * LID/Site Design BMPs listed in this table are those that completely address the 'Treatment Control BMP requirement for their drainage sub -area. September 2021 1-17 2014 Whitewater River Region WQMP Justification of infeasibility for sub -areas not addressed with LID/Site Design BMPs Open space within the project site do not need to be addressed with LID/Site Design BMPs. These areas are slopes, parks and are usually pervious. Some of these areas may be even areas that are undisturbed. Drainages from these areas are routed behind Dike #4 where it is retained and infiltrated. For Madison Street, the entire length of the street slope towards the dike #4. It is infeasible to bring a pipe up in order to drain back to the basin #1 (See WQMP site map). V.1.B TREATMENT CONTROL BMPs Conventional Treatment Control BMPs shall be implemented to address the project's Pollutants of Concern as required in WQMP Section 3.5.1 where, and to the extent that, Section V.1.A has demonstrated that it is infeasible to meet these requirements through implementation of LID/Site Design BMPs. ® The LID/Site Design BMPs described in Section V.1.A of this project -specific WQMP completely address the 'Treatment Control BMP requirement' for the entire project site (and where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP Guidance document. Supporting documentation for the sizing of these LID/Site Design BMPs is included in Appendix F. *Section V.1.B does not need to be completed. ❑ The LID/Site Design BMPs described in Section V.1.A of this project -specific WQMP do NOT completely address the 'Treatment Control BMP requirement' for the entire project site (or where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP. *Section V.1.B must be completed. Table 5: Treatment Control BMP Summary — N/A September 2021 1-18 2014 Whitewater River Region WQMP V.1.0 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) Total Area Treated with LID/Site Design BMPs (2) Total Area Treated with Treatment Control BMPs (3) % of Treatment Control BMP Requirement addressed with LID/Site Design BMPs (Last row of Table 4) (Last row of Table 5) 514.2 0 100% September 2021 1 - 1 9 2014 Whitewater River Region WQMP 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 �1 Activity Restrictions ❑ /1 Irrigation System and Landscape Maintenance ❑ /1 Common Area Litter Control ❑ /1 Street Sweeping Private Streets and Parking Lots ❑ /1 Drainage Facility Inspection and Maintenance ❑ 11 Structural Source Control BMPs Storm Drain Inlet Stenciling and Signage ❑ /1 Landscape and Irrigation System Design ❑ /1 Protect Slopes and Channels ❑ /1 Provide Community Car Wash Racks ❑ /1 No community car wash Racks Pro s erl Desi . n*: Fueling Areas ❑ 1 No fueling areas on-site Air/Water Supply Area Drainage ❑ No air/water supply area drainage on-site /1 Trash Storage Areas ❑ /1 Loading Docks ❑ No loading docks on-site a Maintenance Bays ❑ No maintenance bay on-site /1 Vehicle and Equipment Wash Areas ❑ No vehicle and equipment wash areas on-site /1 Outdoor Material Storage Areas ❑ No outdoor material storage areas on-site /1 Outdoor Work Areas or Processing Areas ❑ No outdoor work areas or processing areas on-site /1 Provide Wash Water Controls for Food Preparation Areas No food preparation areas on-si /1 *Details demonstrating proper design must be included in Appendix F. September 2021 1-20 2014 Whitewater River Region WQMP 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. Education for Property Owners, Operators, Tenants, Occupants or Employees — For developments with no Property Owners Association (POA) or with POAs of less than fifty (50) dwelling units, practical information materials will be provided to the first residents/occupants/tenants on general good housekeeping practices that contribute to protection of storm water quality initially these materials will be provided by the developer. Thereafter such materials will be available through the Permittees' education program. Different materials for residential, office commercial, retail commercial, vehicle -related commercial, and industrial uses will be involved. For developments with POA and residential projects of more than fifty (50) dwelling units, project conditions of approval will require that the POA provide environmental awareness education materials, mad available by the municipalities, to all members periodically. Among other things, these materials will describe the use of chemicals (including household type) that should be limited to the property. With no discharge of specified wastes via hosing or other direct discharge to gutters, catch basins and storm drains. Activity Restrictions — If a POA is formed, conditions, covenants, and restrictions shall be prepared by the developer for the purpose of surface water quality protection. Alternatively, use restrictions may be developed by a building operator through lease terms, etc. Irrigation System and Landscape Maintenance — Landscape Management Includes: • Mitigation of the potential dangers of fertilizer and pesticide usage through the incorporation of an Integrated Pest Management Program (IPM). • Monitor for runoff and efficiency regularly • Implementation of a water budget • Irrigation systems shall be automatically controlled and designed, installed and maintained so as to minimize overspray and runoff onto streets, sidewalks, driveways, structures, windows, walls and fences. • Use of native and drought tolerant species when replanting. Common Area Litter Control — For developments with POAs, the POA will be required to implement trash management and litter control procedures in the common areas aimed at reducing pollution of drainage water. The Associations may contract with their landscape maintenance firms to provide this service during regularly scheduled maintenance, which should consist of litter patrol, emptying of trash receptacles in common area, and noting trash disposal violations by homeowners or businesses and reporting the violations to the Association for investigation. Street Sweeping Private Streets and Parking Lot — For developments with POAs and privately owned streets and parking lots, require the streets and parking lots be swept prior to the storm season, no later than October 15 each year. Drainage Facility Inspection and Maintenance — Municipal staff should regularly inspect facilities to ensure the following: - Immediate repair of any deterioration threatening structural integrity. -Cleaning before the sump is 40% full. Catch basins should be cleaned as frequently as needed to meet this standard. -Stenciling of catch basins and inlets (see SC -75 Waste Handling and Disposal). Clean catch basins, storm drain inlets, and other conveyance structures in high pollutant load areas just before the wet season to remove sediments and debris accumulated during the summer. Conduct inspections more frequently during the wet season for problem areas where sediment or trash accumulates more often. Clean and repair as needed. Keep accurate logs of the number of catch basins cleaned. Record the amount of waste collected. Store wastes collected from cleaning activities of the drainage system in appropriate containers or temporary storage sites in a manner that prevents discharge to the storm drain. Dewater the wastes with outflow into the sanitary sewer if permitted. Water should be treated an appropriate filtering device prior to September 2021 1-21 2014 Whitewater River Region WQMP discharge to the sanitary sewer. If discharge to the sanitary sewer is not allowed, water should be pumped or vacuumed to a tank and properly disposed of. Do not dewater near a storm drain or stream. Except for small communities with relatively few catch basins that may be cleaned manually, most municipalities will require mechanical cleaners such as vacuums or bucket loaders. Storm Drain Conveyance System Locate reaches of storm drain with deposit problems and develop a flushing schedule that keeps the pipe clear of excessive buildup. Collect flushed effluent and pump to the sanitary sewer for treatment. Storm Drain Inlet Stenciling and Signage — Phrase "No Dumping — Drains to Ocean" or equally effective phrase to be stenciled on catch basins to alert the public to the destination of pollutants discharged into stormwater. Protect slopes and Channels — 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. Trash Storage Areas — Design trash container areas so that drainage from adjoining roofs and pavement is diverted around the areas(s) to avoid run-on. This might include berm 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. 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. September 2021 1-22 2014 Whitewater River Region WQMP V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES Not applicable V.4 REGIONALLY -BASED BMPS Not applicable September 2021 1 -23 2014 Whitewater River Region WQMP VI. Operation and Maintenance Responsibility for BMPs Appendix G of this project -specific WQMP includes copies of CC&Rs, 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. September 2021 1 -24 2014 Whitewater River Region WQMP VII. Funding Funding for this project will be provided by the owner: Hofmann Land Development Co. P.O. Box 907 Concord, CA 94522 September 2021 1 -25 2014 Whitewater River Region WQMP Appendix A Conditions of Approval Planning Commission Resolution Dated Not applicable; project is in the preliminary phase. COA will be provided when available 2014 Whitewater River Region WQMP Appendix B Vicinity Map, WQMP Site Plan, and Receiving Waters Map Pr.] Wai mg Di Find Vkiai mg Dr reed Waring Pr AY.PLIP 0 Ihui I [a Hills and San 0 aylor Palm Desert fndian Walls oh The Living Desert Zoo & Gardens Project Location Mi! ex Ave :47 P.+E r3 Rancho La Quints Golf Club ‘6' La Quinta Indio Dr Carreon1362 2.1 dta, Indian Palms Country -`°' Club & Resort 52 ArN 1,, 5: AuListireC8siroQ Fimix,i1111.1 Vista Santa Rosa Fish Traps Archeologicai Sfre Coachella Sandy Korner 22,flrr2 20 0 Jacqueline Cochran Regional Airport Valerie ear, One Hundred Palma 11 Mecca 11 6611 VICINITY MAP N.T.S. i 1 AKIf-srlf-\KI nn r, ,r 7 n n n \ 17, 1 \n ni A Kir' \ r K1T \ 1 1 \/ \ nn r\r, 11 \ir, renin iP JEFFERSON STREET PROJECT 1' BOUNDARY r � al it 411/4014Y -- \ '4014 akilat 1111 & 1- w W H Z 0 co 2 11 -11 AVENUE 60 41 I- - 1 DIKE #4 N N 4 \ \ 1 1— — i� PROJECT BOUNDARY - I- �p- I \_T 1 \ \ \ \ Mir \N 04.10 - \ \ \\ I \ I � AVENUE 62 _ — i I .1. \‘‘‘mIt 1 I I I I 11 9 \\ kik DIKE #4 I I - II II I 1 I I/ I - i / -T tip -PROJECT I BOUNDARY PROJECT BOUNDARY 1 31 " TA% ribriiiik tot - PROJECT AREA TOTAL: 855.4 Ac. PROJECT DEVELOPED AREA: 514.2 Ac. PROJECT BOUNDARY PRCAC n ENGINEERING CONSULTANT WWW.PROACTIVEENGINEERING.NET (949) 716-7460 27042 Towne Centre Drive, Suite 110, Foothill Ranch, CA 92610 TRAVERTINE SITE MAP CITY OF LA QINTA 1 OF 1 E CO O 00 nn r, ,r 7 n n n \ inI \1\ ni Akira\ f -A IT \ 11\/\ nni-\n I I\/r, r-, 1Airn j 3 193.30-" I 189 167.88 1 T 1 \ 190.70 206.5 FG 196.5 INV Q=6.2 CFS 170.0 FG 160.0 INV Q=19.7 CFS 182.0 INV Q=14.1 CFS SD LINE -1A 36" RCP Q=25.6 CFS SD LINE -A 24" RCP - - 148. T Q=45.2 CFS Q=35.2 CFS 1 1 SD LINE -A 48" RCP o, 132.6 CFS SD LINE -A 48" RCP -as ^S SD LINE -A 60" RCP SD LINE -2B 24" RCP 172.0 FG 162.0 INV Q=30.7 CFS Q=36.9 CFS 159.0 INV Q=67.6 CFS Q=23.0 CFS 102.6 FG 92.6 INV Q=8.2 CFS SD LINE -2B 36" RCP 134.3 INV Q=77.2 CFS SD LINE -2B-2 48" RCP 139.0 INV Q=113.0 CFS Q=25.7 CFS CONFLUENCE 130.0 INV Q=198.1 CFS a: G 92.0 INV Q=10.4 CFS SD LINE -2A 24" RCP Q=78.2 CFS SD SD 1 71.5 INV Q=26.7 CFS 150.9 CFS SD Q=61.3 CFS SD LINE -2A 48" RCP G 332.7 CFS j,// -SD LINE -A 66" RCP 470.3 CFS CONFLUENCE SD s SD LINE -A 78" RCP SD - SD S 177.0 INV Q=76.2 CFS 195.5 INV Q=67.8 CFS 204.0 INV Q=58.3 CFS 214.4 INV Q=57.5 CFS 224.3 INV 31.0 CFS Q=14.5 CFS SD LINE -2B-2 36" RCP SD LINE -2B-1 24" RCP Q=14.6 CFS 168.5 FG 158.5 INV =5.8 CFS 120.0 INV Q=223.6 CFS SD LINE -3A 48" RCP ,- 52.0 INV Q=138.6 CFS SD UNE -3A -'/' 54" RCP OS 26.0 INV I A=218.5 Ac > Q=646.4 CFS DETENTION/ INFILTRATION BASIN A A=6.7 Ac \ AVENUE 62 \ =9.6 CFS SD LINE -2B 60" RCP Q=33.0 CFS Q=26.5 CFS 130.0 INV 112.0 INV =230.0 CFS Q=24.6 CFS 75.5 FG 65.5 INV Q=92.9 CFS 9.6 CFS 243.0 FG 231.6 INV Q=16.5 CFS CONFLUENCE 110.0 INV Q=402.2 CFS SD LINE -2B-2 24" RCP 278.0 FG 268.0 INV Q=5.7 CFS 122.0 INV Q=219.5 CFS Q=17.3 CFS 78.0 INV Q=417.5 CFS / SD LINE -B 60" RCP SD LINE -B 72" RCP DETENTION/ INFILTRATION BASIN B A=20.0 Ac 278.0 FG 271.0 INV Q=3.7 CFS 174.5 INV SD LINE -B Q=89.5 CFS 42 RCP 140.7 INV Q=167.7 CFS Q=36.0 CFS 107.0 FG Q=410.2 CFS SD LINE -B 72" RCP 124.0 INV Q=46.4 CFS 1 78.4 INV Q=128.0 CFS 209.7 INV Q=59.8 CFS Q=7.3 CFS SD LINE -B 24" RCP Q=5.9 CFS \Q=26.8 CFS 152.2 INV Q=94.1 CFS 132.5 INV Q=33.2 CFS 254.4 INV Q=22.5 CFS SD LINE -3B 24" RCP 198.0 INV Q=62.7 CFS 80.0 INV Q=34.8 CFS 227.5 INV Q=40.2 CFS SD LINE -B 36" RCP 85.2 INV Q=30.1 CFS Q=11.0 CFS 212.0 INV Q=18.1 CFS SD LINE -4B 24" RCP 172.0 FG 162.0 INV Q=19.2 CFS 95.5 FG 185.5 INV Q=19.1 CF 243'.0 FG 233.0 INV Q=11.2 CFS „„, LEGEND DMA DRAINAGE MANAGEMENT AREA 2.8 SUBAREA AREA - Acre xxx .x ELEVATION Q =1.2 CFS FLOW AT NODE - 100 YR STORM AREA TRIBUTARY BOUNDARY PAVED STREETS DEVELOPED AREA DETENTION BASIN OPEN SPACE EMERGENCY OVERFLOW SPILLWAY 200 100 0 200 400 600 SCALE: 1"=200' 35.0 INV IA=295.7 Ac >Q=543.6 CFS DRCACT/V ENGINEERING CONSULTANT WWW.PROACTIVEENGINEERING.NET (949) 716-7460 27042 Towne Centre Drive, Suite 110, Foothill Ranch, CA 92610 TRAVERTINE TENTATIVE TRACT MAP 37387 WQMP SITE MAP CITY OF LA QINTA 1 OF 1 Whitewater River Region WQMP Guidance Figure 2. Whitewater River Region Receiving Waters Map 1 O I HATHAWAY CREEK ti BIG-MORONGO CREEK 0 m Is O a SAN GORGONIO}RIVER CI n m M x K A h LITTLE MORONGO CREEK CHINO CANYON CREEK MONTGOMERVCREEK SMITH CREEK AZALEA CREEK. TWIN PINES CREEK. BROWN CREEK SNOW CREEK. r._ THOUSAND PALMS CANYON CREEK WEST' CATHEDRAL CANYON CHANNEL EAST CATHEDRAL -CANYON CHANNEL EAST MAG IESIACANYON CHANNEL WHITEWATER MS4 PERMIT BOUNDARY WHITEWATER RIVER WATERSHED BOUNDARY RECEIVING WATERS - LINES RECEIVING WATERS - POLYS `—� COUNTY BOUNDARY itEAS CR��K WILLOW CREEK �•� DEEP CANYON STORMWATER CHANNEL ty WEST MAGNESIA CANYON CHANNEL 1 I PALM VALLEY STORMWATER CHANNEL Ir CAHUILLA LA OUINTA,EVACUATION HANNEL r �. GRAPEVINEICANY,ON CREEK CARR:ZO CREEK LA OUINTA RESORT CHANNE BEAR CREEK COYOTE CREEK f June 2014 10 2014 Whitewater River Region WQMP Appendix C Supporting Detail Related to Hydrologic Conditions of Concern Not applicable at this stage of the project; The existing conditions and proposed condition 2 -year 24-hour and 10 -year 24-hour hydrology and basin routing calculations will be performed during the final engineering stage. Furthermore, existing and post development stormwater flows will be 100% retained behind Dike#4, therefore there is no concern for downstream hydraulic conditions. 2014 Whitewater River Region WQMP Appendix D Educational Materials See Project Operation & Maintenance Plan WQMP Operation & Maintenance (O&M) Plan Project Name: Travertine Project (TTM 37387) City of La Quinta, County of Riverside, State of California Prepared on: September 23, 2020 September 23, 2020 Page 1 This O&M Plan describes the designated responsible party for implementation of this WQMP, including: operation and maintenance of all the structural BMP(s), conducting the training/educational program and duties, and any other necessary activities. The O&M Plan includes detailed inspection and maintenance requirements for all structural BMPs, including copies of any maintenance contract agreements, manufacturer's maintenance requirements, permits, etc. 8.1.1 Project Information APN: 766-110-003, 766-110-004, 766-110-007, 766-110-009, 766-120-001, 766-120-002, 766- 120-003, 766-120-006, 766-120-016, 766-120-018, 766-120-015, 766-120-021, 766-120-023, 766-280-057, 764-280-059, 764-280-061, 753-040-014, 753-040-017, 753-040-016, 743-050- 029, 753-050-007, 753-060-003. Address: West of Madison Street, East of Jefferson Street along Avenue 62, La Quinta, CA Site Size: 855.4 acres List Structural BMPs, number of each, etc.: Two (2) retention/infiltration basins How many dwelling units, commercial tenants, etc.: Mixed residential and resort development. All stormwater runoff generated on-site will be conveyed via drive isles, streets and underground storm drain piping and discharged into retention/ infiltration basins. 8.1.2 Responsible Party The responsible party for implementation of this WQMP is: Hofmann Land Development Co. P.O. Box 907 Concord, CA 94522 (925) 478-2000 8.1.3 Record Keeping Parties responsible for the O&M plan shall retain records for at least 5 years. All training and educational activities and BMP operation and maintenance shall be documented to verify compliance with this O&M Plan. A sample Training Log and Inspection and Maintenance Log are included in Appendix C of this document. The WQMP Verification Form (Appendix D) shall be completed accurately and submitted, with associated documentation, to the City of La Quinta by September 30 of each year, or as requested by the City. Failure to complete and submit the verification form will result in a noncompliance and enforcement actions may be taken. September 23, 2020 Page 2 8.1.4 Electronic Data Submittal This document along with the Site Plan and Attachments shall be provided in PDF format. Autocad files and/or GIS coordinates of BMPs shall also be submitted to the City. September 23, 2020 Page 3 8.1.5 Vector Control Standing water which exists for longer than 72 hours may contribute to mosquito breeding areas. Best Management Practices (BMPs) shall be inspected for standing water on a regular basis. Standing water may indicate that the BMP is not functioning properly and proper action to remedy the situation shall be taken in a timely manner. Elimination of standing water and managing garbage, lawn clippings, and pet droppings, can help decrease the presence of mosquitoes and flies in the area. 8.1.6 Required Permits No additional permits are required. 8.1.7 Inspections The City may conduct a site inspection to evaluate compliance with the Project WQMP, at any time, in accordance with City of La Quinta Water Quality Ordinance (Ordinance No. 493). 8.1.8 Monitoring Plan The City or other agencies may require a monitoring plan. Details regarding monitoring plan, such as parameters to be tested, frequency, testing locations, laboratory, etc. shall be included as appropriate. No monitoring is required for this project. 8.1.9 Operation and Maintenance Requirements BMP Implementation, Inspection and Frequency Maintenance Requirements N1. Education for Property Owners, Tenants and Occupants RP will insure that all owners & tenants will be given a copy of the recorded CC&R's which will contain a section outlining the environmental awareness education materials at the close of escrow. RP shall distribute appropriate materials to owners, tenants and/or occupants via contract language, mailings, website or meeting. Brochures can be requested or downloaded from www.ocwatersheds.com. Brochures and educational articles for RP distribution can also be requested from City Water Quality Engineer. Information to be initially provided to owners & tenants upon sale or lease agreement. Educational materials will be provided to owners and/or tenants annually, thereafter. N2. Activity Restriction Within the CC&R's or lease agreement, the following activity restrictions shall be enforced: Continuous. September 23, 2020 Page 4 BMP Implementation, Inspection and Maintenance Requirements Frequency N3. Common Area Landscape Management & Efficient Landscape Design Landscape Management Includes: • Mitigation of the potential dangers of fertilizer and pesticide usage through the incorporation of an Integrated Pest Management Program (IPM). • Monitor for runoff and efficiency regularly. • Implementation of a water budget. • Irrigation systems shall be automatically controlled and designed, installed, and maintained so as to minimize oversprayand runoff onto streets, sidewalks, driveways, structures, windows, walls, and fences. • Use of native and drought tolerantspecies when replanting Inspected once a week. N11. Common Area Litter Control Weekly sweeping and trash pick up as necessary within all project areas and common landscape areas. Daily inspection of trash receptacles to ensure that lids are closed and pick up any excess trash on the ground, noting trash disposal violations by homeowners and reporting the violations to the HOA/RP for investigation. Daily inspection and weekly sweeping and clean-up or as needed. N12. Contractor/Employee Training All contractors shall be trained and made aware of this WQMP and operation and maintenance requirements of BMPs. At first hire and annually thereafter for POA personnel and employees, to include the educational materials contained in the approved Water Quality Management Plan. N14. Common Area Catch Basin Inspection Catch basins will be owned, inspected and maintained by the HOA/RP. Catch basins will be inspected at a minimum on a yearly basis, and prior to the storm season, no later than October 1st of each year. At a minimum, basins will be inspected and cleaned around October 1ST of each year, prior to "first flush" storm, or as necessary after large storm events to clear inlets of trash, debris and silt. N15. Street Sweeping Private Streets and Parking Lots Vacuum street sweeping will occur on a weekly basis. Streets will be vacuumed and swept on a weekly basis. SD -13 Provide Storm Drain System Stenciling and Signage All catch basins where applicable in paved areas, will be marked or stenciled with "No Dumping - Drains to Ocean, No Descargue Basura" language. This will be done in a location that can be clearly seen by all and will be routinely inspected and re- labeled, as necessary. Thereafter, the owner/operator shall routinely inspect and re -label the catch basins, as necessary. Catch basin labels will be inspected once annually and re -labeled as necessary to maintain legibility. September 23, 2020 Page 5 BMP Implementation, Inspection and Maintenance Requirements Frequency Sd-32 Design and Construct Trash and Waste Storage Areas to Reduce Pollutant Introduction Trash will be removed by the local private solid waste management contractor on a weekly basis for proper disposal of the trash to landfill; with recyclable materials and green wastes to be processed offsite. Trash dumpster shall be kept in a non -leaking condition. September 23, 2020 Page 6 ,aded polohoaa aad euuol4O sseoo,d uo>lsod %001 uo s>lul Poses I!O eIge1e6eA 41!M peluud algelo,(oaa/PaIORoaa no6'eda'MMM,[d11H Ilan) sse,Ppv 1awalul 213.LVtX1 N'eTID 30 11V31 11 -1I Z00-£0-8-££8 Vd3 uoRuoue6ouaUy Vd 3 /\ poayad!eyuaua sayeys pa1!ul V sdu/Aod•eda Pnmm aalemuuo1s/sapdu/ea•eda MAMA ;ISIA JO wvIo1ay) da* • :pe;uoa uol;ew ojul aJou► Jod SNIVU 11 N]HM ?Oa t isstormwater runoff? Stormwater runoff occurs when precipitation from rain or snowmelt flows over the ground. Impervious surfaces like driveways, sidewalks, and streets prevent stormwater from naturally soaking into the ground. ?(fl:y is'starrnrnwafer runa f f pro6rem? Stormwater can pick up debris, chemicals, dirt, and other pollutants and flow into a storm sewer system or directly to a lake, stream, river, wetland, or coastal water. Anything that enters a storm sewer system is discharged untreated into the waterbodies we use for swimming, fishing, and providing drinking water. Tke effects' a fpaLfian Polluted stormwater runoff can have many adverse effects on plants, fish, animals, and people. • Sediment can cloud the water and make it difficult or impossible for aquatic plants to grow Sediment also can destroy aquatic habitats. • Excess nutrients can cause algae blooms. When algae die, they sink to the bottom and decompose in a process that removes oxygen from the water. Fish and other aquatic organisms can't exist in water with low dissolved oxygen levels. • Bacteria and other pathogens can wash into swimming areas and create health hazards, often making beach closures necessary. • Debris—plastic bags, six-pack rings, bottles, and cigarette butts—washed into waterbodies can choke, suffocate, or disable aquatic life like ducks, fish, turtles, and birds. • Household hazardous wastes like insecticides, pesticides, paint, solvents, used motor oil, and other auto fluids can poison aquatic life. Land animals and people can become sick or die from eating diseased fish and shellfish or ingesting polluted water. • Polluted stormwater often affects drinking water sources. This, in turn, can affect human health and increase drinking water treatment costs. Storrnwater Pollution So[utions eeildenbar ‘411Pri Peep& o+t p'op y di4po & of hou.4elal p'wducE that caraiw child ea, 4, &WA 04 atsectiaa, peiteich, pau-ct AoiveitA, ad cued mote ad and amt aura &A. Dow tmale" ou&lla g'wwid at icta Qtokt ANAL Lawn care Excess fertilizers and pesticides applied to lawns and gardens wash off and pollute streams. In addition, yard clippings and leaves can wash into storm drains and contribute nutrients and organic matter to streams. • Don't overwater your lawn. Consider using a soaker hose instead of a sprinkler. • Use pesticides and fertilizers sparingly. When use is necessary, use these chemicals in the recommended amounts. Use organic mulch or safer pest control methods whenever possible. • Compost or mulch yard waste. Don't leave it in the street or sweep it into storm drains or streams. • Cover piles of dirt or mulch being used in landscaping projects. Septic systems Leaking and poorly maintained septic systems release nutrients and pathogens (bacteria and viruses) that can be picked up by stormwater and discharged into nearby waterbodies. Pathogens can cause public health problems and environmental concerns. Washing your car and degreasing auto parts at home can send detergents and other contaminants through the storm sewer system. Dumping automotive fluids into storm drains has the same result as dumping the materials directly into a waterbody. • Use a commercial car wash that treats or recycles its wastewater, or wash your car on your yard so the water infiltrates into the ground. • Repair leaks and dispose of used auto fluids and batteries at designated drop-off or recycling locations. • Inspect your system every 3 years and pump your tank as necessary (every 3 to 5 years). • Don't dispose of household hazardous waste in sinks or toilets. Dirt, oil, and debris that collect in parking lots and paved areas can be washed into the storm sewer system and eventually enter local waterbodies. • Sweep up litter and debris from sidewalks, driveways and parking lots, especially around storm drains. • Cover grease storage and dumpsters and keep them clean to avoid leaks. • Report any chemical spill to the local hazardous waste cleanup team. They'll know the best way to keep spills from harming the environment. Pet waste Pet waste can be a major source of bacteria and excess nutrients in local waters. • When walking your pet, remember to pick up the waste and dispose of it properly. Flushing pet waste is the best disposal method. Leaving pet waste on the ground increases public health risks by allowing harmful bacteria and nutrients to wash into the storm drain and eventually into local waterbodies. Ecitteatiott (4 avoicid & ekaNgictg peop& beha'io t. S jr i aNdtitaxkva rcea Slut dxalm theca tegdec litat poilitta4 &Ateeidog e cbtatcre will 6e eaxxied cuttrea&.d iti a focal waairborzy. Permeable Pavement—Traditional concrete and asphalt don't allow water to soak into the ground. Instead these surfaces rely on storm drains to divert unwanted water. Permeable pavement systems allow rain and snowmelt to soak through, decreasing stormwater runoff. Rain Barrels—You can collect rainwater from rooftops in mosquito - proof containers. The water can be used later on lawn or garden areas. Rain Gardens and Grassy Swales—Specially designed areas planted with native plants can provide natural places for rainwater to collect and soak into the ground. Rain from rooftop areas or paved areas can be diverted into these areas rather than into storm drains. Vegetated Filter Strips—Filter strips are areas of native grass or plants created along roadways or streams. They trap the pollutants stormwater picks up as it flows across driveways and streets. Erosion controls that aren't maintained can cause excessive amounts of sediment and debris to be carried into the stormwater system. Construction vehicles can leak fuel, oil, and other harmful fluids that can be picked up by stormwater and deposited into local waterbodies. • Divert stormwater away from disturbed or exposed areas of the construction site. • Install silt fences, vehicle mud removal areas, vegetative cover, and other sediment and erosion controls and properly maintain them, especially after rainstorms. • Prevent soil erosion by minimizing disturbed areas during construction projects, and seed and mulch bare areas as soon as possible. Lack of vegetation on streambanks can lead to erosion. Overgrazed pastures can also contribute excessive amounts of sediment to local waterbodies. Excess fertilizers and pesticides can poison aquatic animals and lead to destructive algae blooms. Livestock in streams can contaminate waterways with bacteria, making them unsafe for human contact. • Keep livestock away from streambanks and provide them a water source away from waterbodies. • Store and apply manure away from waterbodies and in accordance with a nutrient management plan. • Vegetate riparian areas along waterways. • Rotate animal grazing to prevent soil erosion in fields. • Apply fertilizers and pesticides according to label instructions to save money and minimize pollution. Improperly managed logging operations can result in erosion and sedimentation. • Conduct preharvest planning to prevent erosion and lower costs. • Use logging methods and equipment that minimize soil disturbance. • Plan and design skid trails, yard areas, and truck access roads to minimize stream crossings and avoid disturbing the forest floor. • Construct stream crossings so that they minimize erosion and physical changes to streams. • Expedite revegetation of cleared areas. Uncovered fueling stations allow spills to be washed into storm drains. Cars waiting to be repaired can leak fuel, oil, and other harmful fluids that can be picked up by stormwater. • Clean up spills immediately and properly dispose of cleanup materials. • Provide cover over fueling stations and design or retrofit facilities for spill containment. • Properly maintain fleet vehicles to prevent oil, gas, and other discharges from being washed into local waterbodies. • Install and maintain oil/water separators. Helpful telephone numbers and links: Riverside County Stormwater Protection Partners Flood Control District County of Riverside City of Banning City of Beaumont City of Calimesa City of Canyon Lake Cathedral City City of Coachella City of Corona City of Desert Hot Springs City of Eastvale City of Hemet City of Indian Wells City of Indio City of Lake Elsinore City of La Quinta City of Menifee City of Moreno Valley City of Murrieta City of Norco City of Palm Desert City of Palm Springs City of Perris City of Rancho Mirage City of Riverside City of San Jacinto City of Temecula City of Wildomar (951) 955-1200 (951) 955-1000 (951) 922-3105 (951) 769-8520 (909) 795-9801 (951) 244-2955 (760) 770-0327 (760) 398-4978 (951) 736-2447 (760) 329-6411 (951) 361-0900 (951) 765-2300 (760) 346-2489 (760) 391-4000 (951) 674-3124 (760) 777-7000 (951) 672-6777 (951) 413-3000 (951) 304-2489 (951) 270-5607 (760) 346-0611 (760) 323-8299 (951) 943-6100 (760) 324-4511 (951) 361-0900 (951) 654-7337 (951) 694-6444 (951) 677-7751 REPORT ILLEGAL STORM DRAIN DISPOSAL 1-800-506-2555 or e-mail us at fcnpdes (& rcflood. org • Riverside County Flood Control and Water Conservation District www.rcflood.org Online resources include: • California Storm Water Quality Association www.casqa.org • State Water Resources Control Board www.waterboards.ca.gov • Power Washers of North America wwvc.thepwna.org Do you know where street flows actually go? Storm drains are NOT connected to sanitary sewer systems and treatment plants! ONLY RAIN IN THE DRAIN fill it The primary purpose of storm drains is to carry rain water away from developed areas to prevent flooding. Pollutants discharged to storm drains are transported directly into rivers, lakes and streams. Soaps, degreasers, automotive fluids, litter and a host of materials are washed off buildings, sidewalks, plazas and parking areas. Vehicles and equipment must be properly managed to prevent the pollution of local waterways. Unintentional spills by mobile service operators calVlot drains poll .te our waterways. Avoid mishaps. Always have a Spill Response Kit on hand to clean ap unintentional spills. Only emergency Mechanical repairs should be done in City streejts, using drip pans for spills. Plumbing should be done on private property. Alwaylptore chemicals in a leak -proof container and keep covered when not in use. Window/Power Washing waste water shouldn't be released into the streets, but should be disposed of in a sanitary sewer, landscaped area or in the soil. Soiled Carpet Cleaning wash water should be filtered before being discharged into the sanitary sewer. Dispose of all filter debris properly. Car Washing/Detailing operators should wash cars on privto prope ty and use a regulated hose nozzle for water flow control and runoff prevention. Capture and dispose of waste water and chemicals properly. Remember, storm drains are for receiving rain water runoff only. REPORT ILLEGAL STORM DRAIN DISPOSAL 1-800-506-2555 IIeIp Prolecl Our Walerways! Use these guidelines for Outdoor Cleaning Activities and Wash Water Disposal Did you know that disposing of pollutants into the street, gutter, storm drain or body of water is PROHIBITED by law and can result in stiff penalties? Best Management Practices Waste wash water from Mechanics, Plumbers, Window/Power Washers, Carpet Cleaners, Car Washing and Mobile Detailing activities may contain significant quantities of motor oil, grease, chemicals, dirt, detergents, brake pad dust, litter and other materials. Best Management Practices, or BMPs as they are known, are guides to prevent pollutants from entering the storm drains. Each of us can do our part to keep stormwater clean by using the suggested BMPs below: Simple solutions for both light and heavy duty jobs: DO...consider dry cleaning methods first such as a mop, broom, rag or wire brush. Always keep a spill response kit on site. DO...prepare the work area before power cleaning by using sand bags, rubber mats, vacuum booms, containment pads or temporary berms to keep wash water away from the gutters and storm drains. DO...use vacuums or other machines to remove and collect loose debris or litter before applying water. DO...obtain the property owner's permission to dispose of small amounts of power washing waste water on to landscaped, gravel or unpaved surfaces. DO...check your local sanitary sewer agency's policies on wash water disposal regulations before disposing of wash water into the sewer. (See list on reverse side) DO...be aware that if discharging to landscape areas, soapy wash water may damage landscaping. Residual wash water may remain on paved surfaces to evaporate. Sweep up solid residuals and dispose of properly. Vacuum booms are another option for capturing and collecting wash water. DO...check to see if local ordinances prevent certain activities. Do not let...wash or waste water from sidewalk, plaza or building cleaning go into a street or storm drain. Report illegal storm drain disposal Call Toll Free 1-800-506-2555 Using Cleaning Agents Try using biodegradable/phosphate-free products. They are easier on the environment, but don't confuse them with being toxic free. Soapy water entering the storm drain system can impact the delicate aquatic environment. When cleaning surfaces with a high-pressure washer or steam cleaner, additional precautions should be taken to prevent the discharge of pollutants into the storm drain system. These two methods of surface cleaning can loosen additional material that can contaminate local waterways. Think Water Conservation Minimize water use by using high pressure, low volume nozzles. Be sure to check all hoses for leaks. Water is a precious resource, don't let it flow freely and be sure to shut it off in between uses. Screening Wash Water Conduct thorough dry cleanup before washing exterior surfaces, such as buildings and decks with loose paint, sidewalks or plaza areas. Keep debris from entering the storm drain after cleaning by first passing the wash water through a "20 mesh" or finer screen to catch the solid materials, then dispose of the mesh in a refuse container. Do not let the remaining wash water enter a street, gutter or storm drain. Drain Inlet Protection & Collection of Wash Water • Prior to any washing, block all storm drains with an impervious barrier such as sandbags or berms, or seal the storm drain with plugs or other appropriate materials. • Create a containment area with berms and traps or take advantage of a low spot to keep wash water contained. • Wash vehicles and equipment on grassy or gravel areas so that the wash water can seep into the ground. • Pump or vacuum up all wash water in the contained area. Concrete/Coring/Saw Cutting and Drilling Projects Protect any down -gradient inlets by using dry activity techniques whenever possible. If water is used, minimize the amount of water used during the coring/drilling or saw cutting process. Place a barrier of sandbags and/or absorbent berms to protect the storm drain inlet or watercourse. Use a shovel or wet vacuum to remove the residue from the pavement. Do not wash residue or particulate matter into a storm drain inlet or watercourse. Landscaping and garden maintenance activities can be major contributors to water pollution. Soils, yard wastes, over -watering and garden chemicals become part of the urban runoff mix that winds its way through streets, gutters and storm drains before entering lakes, rivers, streams, etc. Urban runoff pollution contami- nates water and harms aquatic life! In Riverside County, report illegal discharges into the storm drain, call 1-800-506-2555 "Only Rain Down the Storm Drain" What you should know for... Landscape and Gardening Important Links: Riverside County Household Hazardous Waste Collection Information 1-800-304-2226 or www.rivcowm.org Riverside County Backyard Composting Program 1 -800 -366 -SAVE Best Management tips for: • Professionals • Novices o��Y • Landscapers • Gardeners • Cultivators �rE s1 Integrated Pest Management (IPM)Solutions www.ipm.ucdavis.edu California Master Gardener Programs www . teas tergardene rs. org WWW. camaste rgardeners .ucdavi s. edu California Native Plant Society www.cnps.org The Riverside County "Only Rain Down the Storm Drain" Pollution Prevention Program gratefully acknowledges Orange County's Storm Water Program for their contribution to this brochure. Tips for Landscape & Gardening This brochure will help you to get the most of your lawn and gardening efforts and keep our waterways clean. Clean waterways provide recreation, establish thriving fish habitats, secure safe sanctuaries for wildlife, and add beauty to our communities. NEVER allow gardening products or waste water to enter the street, gutter or storm drain. General Landscaping Tips • Protect stockpiles and materials from wind and rain by storing them under tarps or secured plastic sheeting. • Prevent erosion of slopes by planting fast- growing, dense ground covering plants. These will shield and bind the soil. • Plant native vegetation to reduce the amount of water, fertilizers and pesticides applied to the landscape. • Never apply pesticides or fertilizers when rain is predicted within the next 48 hours. Garden & Lawn Maintenance • Do not overwater. Use irrigation practices such as drip irrigation, soaker hoses or micro - spray systems. Periodically inspect and fix leaks and misdirected sprinklers. • Do not rake or blow leaves, clippings or pruning waste into the street, gutter or storm drain. Instead, '91r -- dispose of green waste by com- posting, hauling it to a per- mitted landfill, or recycling it through your city's program. • Consider recycling your green waste and adding "nature's own fertilizer" to your lawn or garden. • Read labels and use only as directed. Do not over -apply pesticides or fertilizers. Apply to spots as needed, rather than blanketing an entire area. • Store pesticides, fertilizers and other chemicals in a dry covered area to prevent exposure that may result in the deterioration of containers and packaging. • Rinse empty pesticide containers and re -use rinse water as you would use the product. Do not dump rinse water down storm drains or sewers. Dispose of empty containers in the trash. • When available, use non-toxic alternatives to traditional pesticides, and use pesticides specifically designed to control the pest you are targeting. • Try natural long-term common sense solutions first. Integrated Pest Management (IPMi)can provide landscaping guidance and solutions, such as: • Physical Controls - Try hand picking, barriers, traps or caulking holes to control weeds and pests. • Biological Controls - Use predatory insects to control harmful pests_ • Chemical Controls - Check out www.ipm.ucdavis.edu before using chemicals. Remember, all chemicals should be used cautiously and in moderation. • If fertilizer is spilled, sweep up the spill before irrigating. If the spill is liquid, apply an absorbent material such as cat litter, and then sweep it up and dispose of it in the trash. • Take unwanted pesticides to a Household Waste Collection Center to be recycled. • Dumping toxics into the street, gutter or storm drain is illegal! www.bewaterwise.com Great water conservation tips and drought tolerant garden designs. www.ourwaterourworld.com Learn how to safely manage home and garden pests. Additional information can also be found on the back of this brochure. Saltwater Pools Helpful telephone numbers and links • Salt water pools, although different from regular pools, are in fact, sanitized using chlorine. A salt - chlorine generator separates the chlorine and sodium molecules in salt and reintroduces them into the pool water. The same harmful effects of chlorine still apply. • A salt water pool is still maintained with chemicals such as Muriatic acid, soda ash and sodium carbonate to help keep a proper pH, total Alkalinity, Calcium Hardness and Stabilizer levels. wddirl • It may be illegal to discharge salt water to land. The salt may kill plants and the build-up of salt in soil puts animals, plants, and groundwater at risk. Consult your city representatives to determine local requirements regarding salt water drainage. NEVER put unused chemicals into the trash, onto the ground or down a storm drain. IMPORTANT: The discharge of pollutants into the street, gutter, storm drain system or waterways - without a permit or waiver - is strictly prohibited by local ordinances, state and federal law. Violations may result in monetary fines and enforcement actions. RIVERSIDE COUNTY WATER AGENCIES: City of Banning (951) 922-3130 City of Beaumont/Cherry Valley (951) 845-9581 City of Blythe (760) 922-6161 City of Coachella (760) 398-3502 City of Corona (951) 736-2263 City of Hemet (951) 765-3710 City of Norco (951) 270 5607 City of Riverside Public Works (951) 351-6140 City of San Jacinto (951) 654-4041 Coachella Valley Water District (760) 398-2651 Desert Water Agency (Palm Springs) (760) 323-4971 Eastern Municipal Water District (951) 928-3777 Elsinore Valley Municipal Water District (951) 674 3146 Elsinore Water District (951) 674-2168 Farm Mutual Water Company (951) 244-4198 Idyllwild Water District (951) 659-2143 Indio Water Authority (760) 391-4129 Jurupa Community Services District (951) 685-7434 Lee Lake Water (951) 658-3241 Mission Springs Water (760) 329-6448 Rancho California Water District (951) 2964900 Ripley, CSA #62 (760) 922-4951 Riverside Co. Service Area #51 (760) 227-3203 Rubidoux Community Services District (951) 684-7580 Valley Sanitary District (760) 347-2356 Westem Municipal Water District (951) 789-5000 Yucaipa Valley Water District (909) 797-5117 CALL 1-800.506.2555 to: • Report clogged storm drains or illegal stone drain disposal from residential, industrial, construction and commercial sites into public streets, storm drains and/or water bodies. • Find out about our various storm drain pollution prevention materials. • Locate the dates and times of Household Hazardous Waste (HHW) Collection Events. • Request adult, neighborhood, or classroom presentations. • Locate other County environmental services. • Receive grasscycling information and composting workshop information. Or visit our Riverside County Flood Control and Water Conservation District website at: www.rcflood.org Other links to additional storm drain pollution information; • County of Riverside Environmental Health: www rivcoeh.orr • State Water Resources Control Board: wwwwaterboards.ca.gov • California Stormwater Quality Association: www.casga.org • United States Environmental Pmtection Agency (EPA): wwwepa.gov/compliance/assistance (compliance assistance information) Guidelines for Maintaining your... Riverside County's, "Only train Down the Stam rime Ramon Pteventron Program gratefully acknowsedgs the Bay Arra Sm+rnwatu ManTg went Agencies Association and the Cleaning FquipenentTrade Association for infarmatum provided in dsi, brochure_ Swimming Pool, Jacuzzi and Garden Fountain Where does the water go? Discharge Regulations Maintenance & Chemicals Pool, Jacuzzi and Fountain wastewater and rain water runoff (also called stormwater) that reach streets can enter the storm drain and be conveyed directly into local streams, rivers and lakes. A storm drains purpose is to prevent flooding by carrying rain water away from developed areas. Storm drains are not connected to sanitary sewers systems and treatment plants! Wastewater, from residential swimming pools, Jacuzzis, fishponds and fountains, often contains chemicals used for sanitizing or cleansing purposes. Toxic chemicals (such as chlorine or copper -based algaecides) may pollute the environment when discharged into a storm drain system. The Cities and County of Riverside have adopted ordinances that prohibit the discharge of wastewater to the street and storm drain system. Regulatory requirements for discharging wastewater from your pool may differ from city to city. Chlorinated water should not be discharged into the street, storm drain or surface waters. Check with your water agency to see if disposal to the sanitary sewer line is allowed for pool discharges (see reverse for Riverside County sewer agencies). If allowed, a hose can be run from the pool Jacuzzi, or fountain to the private sewer cleanout, washing machine drain or a sink or bathtub. ■ ■ it il11i1.1■1111111111111111111111■ If you cannot discharge to the sewer, you may drain your fountain, pool, or jacuzzi to your landscaping y following these guidelines: First, reduce or eliminate solids (e.g. debris, leaves or dirt) in the pool water and allow the chemicals in the pool water to dissipate before draining the pool (this could take up to 7 days, verify using a home pool test kit) . Second, slowly drain to a landscaped area away from buildings or structures. Control the flow to prevent soil erosion; it may take more than one day to empty. Do not allow sediment to enter the street, gutter or storm drain. Cleaning Filters Filter rinse water and backwash must be discharged to the sanitary sewer, on-site septic tank and drain field system (if properly designed and adequately sized), 111 or a seepage pit. Alternatively, rinse water or backwash may be diverted to landscaped or dirt areas. Filter media and other non -hazardous solids should be picked up and disposed of in the trash. L Algaecides Avoid using copper -based algaecides unless absolutely necessary. Control algae with chlorine, organic polymers or other alternatives to copper -based pool chemicals. Copper is a heavy metal that can he toxic to aquatic life when you drain your pool. Chemical Storage and Handling • Use only the amount indicated on product labels • Store chlorine and other chemicals in a covered area to prevent runoff. Keep out of reach of children and pets. • Chlorine kits, available at retail swimming pool equipment and supply stores, should be used to monitor the chlorine and pH levels before draining your pool. • Chlorine and other pool chemicals should never be allowed to flow into the gutter or storm drain system. Take unwanted chemicals to a Househol Hazardous Waste (HHW) Collection Event. There's no cost for taking HHW items to collection events — it's FREE! Call 1.800.506.2555 for a schedule of HHW events in your community. IRRIGATION RUNOFF STORMWATER FACT SHEET • 4:74. Report Irrigation Runoff or Stormwater Pollution: 800.506.2555 RIVERSIDE COUNTY WATERSHED PROTECTION OVERWATERING Overwatering causes irrigation runoff that may contain pollutants such as pesticides, herbicides, fertilizers, pet waste, yard waste, and sediments which can be hazardous to residents and harmful to our environment. Runoff can also serve as a transport mechanism for other pollutants already on the ground or in the curb gutter. Irrigation runoff entering the storm drain system is an illicit discharge. BEST PRACTICES Urban runoff begins when yards and landscaped areas are over -irrigated. Irrigation systems require regular maintenance and visual inspection of the system should be performed to prevent over -spray, leaks, and other problems that result in runoff to storm drains, curbs and gutters. You can prevent pollution by conserving water on your property. Water during cooler times of the day (before loam and after 6pm). - Adjust sprinklers to stop overspray and runoff. - Make needed repairs immediately. - Use drip irrigation, soaker hoses, or micro -spray systems. - Use an irrigation timer to pre-set watering times. - Use a control nozzle or similar mechanism when watering by hand. - Switch to a water -wise landscape - native plants need less fertilizers, herbicides, pesticides and water. PROTECT OUR WATERSHED Many people think that when water flows into a storm drain it is treated, but the storm drain system and the sanitary sewer system are not connected. Everything that enters storm drains flows untreated directly into our creeks, rivers, lakes, beaches and ultimately the ocean. Storm water often contains pollutants, including chemicals, trash, and automobile fluids, all of which pollute our watershed and harm fish and wildlife. Whether at home or work, you can help reduce pollution and improve water quality by using the above Best Management Practices (BMP's) as part of your daily dean up and maintenance routine. ADJUSTING SPRINKLER HEADS Aiiiiiiiilll n1llllllllllllllllllllllllllllllll For Information: Stormwater Pollution To report illegal dumping or a clogged storm drain 1-800-506-2555 Hazardous Materials Disposal, Recycling/Disposal Vendors call: 951-486-3200 or 1-800-506-2555 County Code Enforcement Offices (unincorporated area) Lake Elsinore/Mead Valley 951-245-3186 Jurupa Valley 951-275-8739 Moreno Valley/Banning 951-485-5840 Murrieta So. County 951-600-6140 Thousand Palms District 760-343-4150 Environmental Crimes 1-800-304-6100 Spill Response Agency 1-800-304-2226 or 951-358-5172 Recycling and Hazardous Waste Disposal 1 -800 -366 -SAVE For pollution prevention brochures or to obtain information on other County Environmental Services, call 1-800-506-2555 Popular links: www.rcflood.org www.cabmphandbooks.com www.cfpub.epa.gov/npdes ONLY RAIN DOWN THE STORM DRAIN POLLUTION PREVENTION PROGRAM 1-800-506-2555 What you should know for... Automotive Maintenance and Car Care Best Management Practices (BMPS) for: • Auto Body Shops • Auto Repair Sho • Car Dealerships • Gas Stations • Fleet Service Ope Stormwater Pollution.. .What You Should Know Riverside County has three major river systems, or watersheds, that are important to our communities and the environment. Improper automotive maintenance, storage and washing activities can cause pollution that endangers the health of these rivers. Pollutants that can collect on the ground from automotive repair, storage and washing areas such as antifreeze, oil, grease, gas, lubricants, soaps and dirt can be washed into the street by rain, over -irrigation or wash water runoff. Once these pollutants are in the streets they can be carried to these rivers by the storm drain system. Unlike the sewer system, the storm drain system carries water (and pollution) to our rivers without treatment. Pollution from storm drains is a form of storm water pollution. A common storm water pollution problem associated with automotive shops and businesses is the activity of hosing down service bays without proper capture of runoff water, illegal dumping of fluids to the street or storm drain inlets and not properly storing hazardous materials. Examples of pollutants that can be mobilized by these activities include oil and grease from cars, copper and asbestos from worn break linings, zinc from tires and toxics from spilled fluids. The Cities and County of Riverside have adopted ordinances, in accordance with state and federal law, which prohibit the discharge of pollutants into the storm drain system or local lakes, rivers or streams. This brochure provides common practices that can prevent storm water pollution and keep your shop in compliance with the law. a. 21-4 Riverside County's "Only Rain Down the Storm Drain" Pollution Prevention Program members include: Banning Beaumont Calimesa Canyon Lake Cathedral City City of Riverside Corona Coachella Coachella Valley Water District Desert Hot Springs Hemet Indian Wells Indio Lake Elsinore La Quinta Menifee Murrieta Moreno Valley Norco Palm Desert Palm Springs Perris Rancho Mirage Riverside County San Jacinto Temecula Wildomar te 7.: Best Management Practices for Auto Body & Repair Shops, Car Dealerships, Gas Stations and Fleet Service Operations Changing Automotive Fluids • Locate storm drains on or near your property. Do not allow material to flow to these drains. • Collect, and separately recycle motor oil, antifreeze, transmission fluid and gear oil. Combining waste fluid prevents recycling. • Drain brake fluid and other non- recyclables into a proper container and handle as a hazardous waste. • Use a recyclable radiator flushing fluid and discard safely. Only rain is allowed down the storm drain! Don't be an offender!! Violations of local ordinances are prosecuted to the fullest extent of the law. Identify specific activities with the potential to cause spills or release pollutants such as oil, grease, fuel, etc. Post signs and train employees on how to prevent and clean up spills during activities. YOU can prevent Stormwater Pollution following these practices... Working on Transmissions, Engines and Miscellaneous Repairs • Keep a drip pan or a wide low - rimmed container under vehicles to catch fluids whenever you unclip hoses, unscrew filters, or change parts, to contain unexpected leaks. • Drain all fluids from wrecked vehicles into proper containers before disassembly or repair. • Store batteries indoors, on an open rack. • Return used batteries to a battery vendor. • Contain cracked batteries to prevent hazardous spills. • Catch metal filings in an enclosed unit or on a tarpaulin. • Sweep filing areas to prevent washing metals into floor drains. Cleaning Parts • Clean parts in a self-contained unit, solvent sink, or parts washer to prevent solvents and grease from entering a storm drain. Fueling Vehicles • Clean-up minor spills with a dry absorbent, rather than allowing them to evaporate. • Use a damp cloth and a damp mop to keep the area clean rather than a hose or a wet mop. Keeping your shop or work area pollutant clean and environmentally safe • Never hose down your work area, as pollutants could be washed into the storm drain. • Sweep or vacuum the shop floor frequently. • Routinely check equipment. Wipe up spills and repair leaks. • Use large pans or an inflatable portable berm under wrecked cars. • Avoid spills by emptying and wiping drip pans, when they are half -full. • Keep dry absorbent materials and/or a wet/dry vacuum cleaner on hand for mid-sized spills. • Train your employees to be familiar with hazardous spill response plans and emergency procedures. • Immediately report hazardous material spills that have entered the street or storm drain to OES and local authorities. Outdoor Parking and Auto Maintenance • Use covered or controlled areas to prevent offsite spills. • Sweep -up trash and dirt from outdoor parking and maintenance areas. Do not hose down areas. All non-stormwater discharges to the street of storm drain are prohibited. Storing and Disposing of Waste • Store recyclable and non - recyclable waste separately. • Place liquid waste (hazardous or otherwise) in proper containers with secondary containment. • Cover outdoor storage areas to prevent contact with rain water. • Collect used parts for delivery to a scrap metal dealer. Washing vehicles and steam cleaning equipment • For car washing, minimize wash water used and use designated areas. Never discharge wash water to the street, gutters or storm drain. • Be sure to keep waste water from engine parts cleaning or steam cleaning from being discharged to the street, gutter or storm drain. • Wash vehicles and steam clean with environmentally friendly soaps and polishes. Selecting and Controlling Inventory • Purchase recyclable or non-toxic materials. • Select "closed-loop" suppliers and purchase supplies in bulk. Appendix C BMP OPERATION & MAINTENANCE AND TRAINING LOGS January 15, 2018 Page 8 BMP OPERATION & MAINTENANCE LOG Today's Date: Name of Person Performing Activity (Printed): Signature: BMP Name (As Shown in O&M Plan) Brief Description of Implementation, Maintenance, and Inspection Activity Performed January 15, 2018 Page 9 TRAINING / EDUCATIONAL LOG Date of Training/Educational Activity: Name of Person Performing Activity (Printed): Signature: Topic of Training/Educational Activity: Name of Participant Signature of Participant For newsletter or mailer educational activities, please include the following information: ■ Date of mailing ■ Number distributed ■ Method of distribution ■ Topics addressed If a newsletter article was distributed, please include a copy of it. January 15, 2018 Page 10 APPENDIX D CITY OF LA QUINTA WATER QUALITY MANAGEMENT PLAN (WQMP) VERIFICATION SURVEY Project Name/Site Address: Responsible Party : Contact Phone: Contact Email: 1. Have your contractors (landscape, maintenance, etc.) been educated regarding the applicable requirements to prevent pollution as outlined in the WQMP? ❑ Yes ❑ No Name of Landscape/Maintenance Contractor: Method of education (contract language, Copy of O&M, educational brochures, etc.): 2. Have the storm drains and inlets been inspected and maintained, at a minimum, annually prior to Oct 1? ❑ Yes ❑ No Date of Last Inspection/Maintenance: Maintenance conducted by: 3. Have you observed any runoff from the irrigation system? ❑ Yes ❑ No If yes, how was the problem resolved?: 4. What type of Integrated Pest Management (IPM) practices are used on site? 5. Are native and/or drought tolerant plants established and considered for any new landscaping? ❑ Yes ❑ No 6. Have the storm drain stencils been inspected annually for legibility prior to Oct. 1? ❑ Yes ❑ No Total number of stencils on site: How many inlets required restenciling / date of restenciling? / 7. Have education materials been distributed to the residents/tenants/contractors within the past year? January 15, 2018 Page 11 ❑ Yes ❑ No Topic / Date of Distribution: / Method of Distribution: newsletter, billing insert, etc.: 8. Is street sweeping conducted weekly? ❑ Yes ❑ No Contractor: 9. Are trash areas in common area inspected daily? ❑ Yes ❑ No 10. Have any vector concerns been observed (standing water, mosquito larvae, etc.). if yes, please contact Orange County Vector Control District at www.ocvcd.org. ❑ Yes ❑ No 11. Have the treatment BMPs been inspected and maintained per Manufacturer instructions? (attach invoices and inspection/maintenance forms). ❑ Yes ❑ No 12. Have there been any issues with operation and maintenance of the treatment BMPs units? I certify that the above information is correct and that the BMPs for this project have been implemented and operated and maintained in accordance with the Operation and Maintenance (O&M) Plan on site and on file at the City. Print Name of Responsible Party Signature (required) Date This form must be completed and submitted to the City by September 30 each year. January 15, 2018 Page 12 2014 Whitewater River Region WQMP Appendix E Soils Report NMG Geotechnical, Inc, August 27, 2021 Project No. 18186-01 To: Hofmann Management Company c/o TRG Land Design 898 Production Place Newport Beach, California 92663 Attention: Mr. Mark Rogers Subject: Preliminary Geotechnical Evaluation and Planning Study, Proposed Residential Development at Travertine, City of La Quinta, California In accordance with your authorization, NMG Geotechnical, Inc. (NMG) has performed a preliminary geotechnical evaluation and planning study for the proposed Travertine mixed-use development in the city of La Quinta, California. We have reviewed the grading plan prepared by ProActive Engineering Consultants, received by NMG on May 20, 2019, in light of the geotechnical conditions at the site in order to provide geotechnical recommendations for the proposed grading and development. This report will also be used for preparation of the project Environmental Impact Report (EIR). Prior subsurface investigations have been performed at and adjacent to the site by various consultants (Appendix A). In addition, NMG conducted geophysical surveys at three locations, performed geologic mapping of the site, and completed an infiltration study for the two proposed water quality basins in the eastern portion of the site. The infiltration study included drilling of seven hollow -stem- auger borings to depths of 20 to 40 feet, percolation testing in five of the borings, laboratory testing, and evaluation of design infiltration rates. The collected data was compiled and are the basis for our findings, conclusions, and recommendations presented in this report. The 200 -scale grading plan was used as the base map to present boring and test pit locations and geologic mapping for the site (Preliminary Geotechnical Map: Plates 1 and 2). The 200 -scale grading and topographic maps and test pit data were also utilized to prepare an Approximate Rock Distribution Map (Plate 3). This report presents our findings and provides preliminary remedial grading and foundation design recommendations for the proposed development concept. Based on our findings, we conclude that the proposed development is feasible provided it is designed, graded and constructed in accordance with the preliminary geotechnical recommendations in this report. Additional geotechnical exploration, review, and analysis may need to be performed during the future design phases and as rough grading plans become available. The recommendations provided herein will then be confirmed and/or updated as necessary based on our findings. 17991 Fitch • Irvine, California 92614 • PHONE (949) 442-2442 • FAX (949) 476-8322 • www.nmggeotechnical.com 18186-01 August 27, 2021 If you have any questions regarding this report, please contact our office. We appreciate the opportunity to provide our services. Respectfully submitted, NMG GEOTECHNICAL, INC. Anthony Zepeda, CEG 2681 Project Geologist dt,,,„, - cot - Terri Wright, CEG -'1342 Principal Geologist TW/AZ/SBK/grd Distribution: (1) Addressee (E -Mail) 210827 update report ii Shahr'ooz 'Bob" Karimi, RCE 54250 Principal Engineer NMG 18186-01 August 27, 2021 TABLE OF CONTENTS 1.0 INTRODUCTION 1 1.1 Purpose and Scope of Work 1 1.2 Site Location and Description 2 1.3 Proposed Conceptual Development and Grading 3 1.4 Site History and Prior Investigations/Grading 3 1.5 Field Exploration 5 1.6 Laboratory Testing 5 2.0 GEOTECHNICAL FINDINGS 7 2.1 Geologic Setting and Soil Mapping 7 2.2 Earth Units 7 2.3 Laboratory Testing and Soil Properties 9 2.4 Groundwater and Surface Water/Flood Potential 10 2.5 Regional Faulting and Seismicity 11 2.6 Slope Stability and Mass Movements 12 2.7 Settlement 12 2.8 Regional Subsidence 13 2.9 Erosion Potential and Scour Protection 13 2.10 Rippability and Oversize Rocks 13 2.11 Infiltration Testing 14 2.12 Earthwork Bulking/Shrinking and Subsidence 15 3.0 CONCLUSION AND PRELIMINARY RECOMMENDATIONS 16 3.1 General Conclusion and Recommendation 16 3.2 Earthwork and Grading Specifications 16 3.3 Remedial Grading and Overexcavation 16 3.4 Rippability 17 3.5 Oversize Rock Crushing 17 3.6 Placement of Oversize Material 17 3.7 Slope Stabilization 18 3.8 Groundwater Conditions 19 3.9 Settlement 19 3.10 Foundation Design 19 3.11 Storm Water Infiltration Feasibility 20 3.12 Trench Excavations and Backfill 20 3.13 Lateral Earth Pressures 20 3.14 Preliminary Pavement Design 21 3.15 Structural Setbacks 22 3.16 Seismic Design Guidelines 22 3.17 Subdrains 23 3.18 Expansion Potential 23 3.19 Cement Type and Corrosivity 23 3.20 Exterior Concrete 23 3.21 Slope Maintenance and Protection 25 3.22 Surface Drainage 25 210827 update report iii NMG 18186-01 August 27, 2021 3.23 Additional Geotechnical Investigation and Plan Reviews 25 3.24 Geotechnical Observation and Testing During Grading and Construction 25 4.0 LIMITATIONS 27 Appendices Appendix A — Appendix B — Appendix C — Appendix D — Appendix E — Appendix F — Appendix G — References and Definitions Boring and Test Pit Logs Laboratory Test Results Seismic Parameters Geophysical Study Infiltration Testing Data General Earthwork and Grading Specifications Figures and Plates Figure 1 — Site Location Map — Rear of Text Figure 2 — USDA Soil Map — Rear of Text Figure 3 — Regional Geology Map (Dibblee, 2008) — Rear of Text Figure 4 — Regional Geology Map (CGS, 2012) — Rear of Text Figure 5 — Regional Fault Map — Rear of Text Figure 6 — Seismic Hazards Map — Rear of Text Figure 7 — Retaining Wall Drainage Detail — Rear of Text Plates 1 and 2 — Preliminary Geotechnical Map — In Pocket Plate 3 — Approximate Rock Distribution Map — In Pocket 210827 update report iv NMG 18186-01 August 27, 2021 1.0 INTRODUCTION 1.1 Purpose and Scope of Work NMG Geotechnical, Inc. (NMG) has prepared this report of geotechnical evaluation and planning - level study for the proposed Travertine mixed-use development in the city of La Quinta, California. We have reviewed the proposed grading and development in light of the geotechnical conditions at the site in order to provide preliminary geotechnical recommendations for the proposed grading and development. This report will also serve as the technical Appendix G for the EIR. We have reviewed the grading plan prepared by ProActive Engineering, received by NMG on May 20, 2019. The grading plan was used as the base map for our Preliminary Geotechnical Map (Plates 1 and 2) to present the geologic mapping and locations of geotechnical borings, percolation test borings, seismic lines, and test pits at the site. The 200 -scale grading and topographic maps and test pit data were also utilized to prepare an Approximate Rock Distribution Map (Plate 3). Our scope of work was as follows: • Acquisition, review and compilation of available geologic/geotechnical reports and maps for the subject site and surrounding area. A reference list and definitions of terms used in this report are included in Appendix A. • The 200 -scale Preliminary Geotechnical Map (Plates 1 and 2) provides a compilation of the boring and test pit locations at and adjacent to the site from this and previous geotechnical studies. Boring and test pit logs by NMG and others are included in Appendix B. • Review of historic aerial photographs dating back to the late 1940s and historic topographic maps dating back to the early 1900s. A list of reviewed photographs is included in Appendix A. • Geologic mapping of alluvial fans and exposures of bedrock in the mountains and hills adjacent to the proposed development. Geologic field mapping was performed on May 9 and 10, 2019. The geologic mapping is presented on the Preliminary Geotechnical Map (Plates 1 and 2). • A geophysical study was performed on May 9, 2019 to evaluate the rippability potential of the onsite materials at the anticipated locations of the deepest cuts. The approximate locations of the seismic lines are provided on the Preliminary Geotechnical Map (Plates 1 and 2). The complete geophysical refraction study is included in Appendix E. • An infiltration study was performed August 9 through 12, 2021, that included drilling and sampling of seven hollow -stem -auger borings at the two proposed water quality basins in the eastern portion of the site. Percolation testing was performed in five of the borings in general conformance with the Riverside County Design Handbook for Low Impact Development Best Management Practices. The boring logs are included in Appendix B. The percolation test data are presented in Appendix F. • An Approximate Rock Distribution Map (Plate 3) was prepared based on the percentages of boulders (oversize) recorded in the test pits to show the amount of oversize that may be generated during grading. 210827 update report 1 NMG 18186-01 August 27, 2021 • Laboratory testing by NMG included moisture density, grain size and collapse testing. We also reviewed laboratory test results by others, including grain size distribution, consolidation, maximum density, optimum moisture content, permeability, expansion index, and corrosion potential. Laboratory test results by NMG and others are included in Appendix C, the in-situ moisture and density test results are included on the boring logs in Appendix B. • Evaluation of faulting and seismicity in accordance with the 2019 California Building Code (CBC) and the current standard of practice. Seismic design parameters are included in Section 3.16 and the data in Appendix D. • Geotechnical evaluation and analysis of the compiled data with respect to the proposed development. Geologic analysis included preparation of the geotechnical map and review of prior data compiled for this report. Geotechnical analysis included evaluation of rippability, rock (oversize) quantification, groundwater, settlement, slope stability, infiltration rate calculation, and development of preliminary grading recommendations. This task also included review of the preliminary grading plan in light of the geotechnical conditions. Geotechnical grading recommendations are included in Sections 3.2 to 3.7, and the General Earthwork and Grading Specifications are provided in Appendix G. • Preparation of this report with our findings, conclusions, and preliminary recommendations for the subject development. 1.2 Site Location and Description The approximately 855 -acre site is located in the southern most portion of the City of La Quinta. The property is accessed from the east, via a gate and dirt road over the levee from the western end of 62nd Avenue (Plate 2). The site consists of east -facing mountain -front alluvial fan, sloping gently at approximately 3 to 6 percent toward the east. Existing elevations vary from a high of 270 feet above mean sea level (msl) in the west, to a low of 30 feet above msl in the east near 62nd Avenue. Locally, where 62nd Avenue and Madison Avenue are proposed to cross the existing levee, elevations at the toes of the levee are below sea level (-10 feet msl). The highest elevation within the boundary of the grading is 455 feet msl in the southwest corner where two water tanks are proposed. Site drainage sheet flows over the land surface toward existing washes and ultimately drains to the east. These flows historically made their way into the Whitewater River located 7 miles to the east of the site; however, a levee was constructed with infiltration ponds (Thomas E. Levy Groundwater Replenishment Facility) west of the levee. Surface flows are now impounded and infiltrate into the Coachella Valley groundwater basin. An abandoned vineyard is present within the central portion of the site. Miscellaneous remnants of this operation are still present, consisting of trellises, root balls, irrigation -related pipelines and well pads, and scattered rock piles likely generated during grading of the vineyard. The remainder of the site is essentially in its native condition, with sparse vegetation and abundant cobbles and boulders at the surface. There were limited utilities noted during our site reconnaissance, including overhead electric and remnants of water/irrigation, which previously supplied water for the vineyard. A water line is 210827 update report 2 NMG 18186-01 August 27, 2021 present along 62nd Avenue, crossing the existing levee, which supplies water to the Thomas E. Levy Groundwater Replenishment Facility east of the project area. 1.3 Proposed Conceptual Development and Grading The proposed project covers an area of approximately 855 acres and will be comprised of a variety of land uses. Residential land uses will range from low to medium density (1.5 to 8.5 dwelling units per acre) and total up to 1,200 dwelling units of varying product types. A resort/spa facility is planned in the northern portion of the community to serve residents, tourists and recreational visitors. The facility features a 45,000 square foot boutique hotel with a 175 -seat restaurant, 97,500 square feet of lodging to allow 100 villas, and an 8,700 square foot spa and wellness center. A 4 -hole golf practice facility with a clubhouse is planned in the southeast portion of the site and will include a driving range, tracking bays, putting course, pro -shop, restaurant and bar, banquet and restaurant facility to be shared with wedding garden facilities. Bike lanes, pedestrian walkways, and a Travertine community trail system is proposed throughout the community. Recreational open space uses include picnic tables, barbeques, tot lot playground, two community parks and staging facilities for the regional interpretive trail. Proposed grading will consist of design cuts and fills up to 40 and 60 feet thick, respectively. The preliminary grading plan shows cut and fill slopes within the interior of the project at 3H:1V (horizontal to vertical) inclinations or flatter, up to 80 feet high. The perimeter slopes of the project are at inclinations of 2H:1 V or flatter, up to 30 feet high. There will be perimeter flood protection along the western and southern boundaries, that consists of a raised edge condition (2H:1V slope) with armored lining to protect against scour and erosion. There will be two paved public access roads and a paved emergency access road. Both 62nd Avenue and Madison Street extensions will include grading adjacent to and over the existing flood control levee, from the east and north, respectively. Jefferson Street will also be extended to the north (Plate 1), to connect to the Coral Canyon portion of Jefferson Street, ultimately connecting to 58th Avenue. Madison Street will be the emergency access, to connect to 60 Avenue and used by CVWD for access to their facilities. 62nd Avenue will be the main entrance to the site and the existing approach on the eastern side of the levee will be lengthened to soften grade with embankments likely supported with retaining structures. Additionally, culvert/arch crossings are anticipated to support the roadway extensions on the west side of the levee at 62nd Avenue and the south side of the levee for Madison Street. The alignment of Jefferson Street will cross over the Guadalupe dike at the northwest corner of the project, and may also include culvert/arch crossings. 1.4 Site History and Prior Investigations/Grading Based on historic aerial photographs dating back to the 1940s and historic topographic maps dating back to the early 1900s, the following site history can be detailed: • The earliest topographic map reviewed was from 1904. The natural drainages and dry creeks appear roughly in the same location as today. The map indicates very little development of structures and roadways within the Coachella Valley area. 210827 update report 3 NMG 18186-01 August 27, 2021 • In 1949, the site appears to be in its natural condition and predates the flood control levee (Dike No. 4) to the east. Visible lineaments representing the shoreline of ancient Lake Cahuilla are evident in the photographs. Other geomorphic features, such as the Martinez Landslide and varying -age alluvial fans and desert varnish/pavement are visible. The site remained in this condition through the 1950s. • By 1977, the flood control levee and associated control/conveyance levees were constructed. No infiltration ponds were yet constructed. The remainder of the project area appears to be in its native condition. • By 1998, a portion of the site was being utilized for agriculture (vineyard) and appears to generally be in the present-day condition. • Between 2006 and 2009, the Thomas E. Levy groundwater replenishment infiltration ponds were graded on the western side of the flood control levee. We have compiled and reviewed the data from numerous geotechnical studies performed at and near the site. A summary of the reports obtained and the investigations performed is presented below. A complete reference list is provided in Appendix A. The boring and test pit logs by others are included in Appendix B and the laboratory test results by others in Appendix C. • Sladden Engineering (2001) performed a geotechnical evaluation of the existing levee (Dike No. 4 Flood Control Levee) adjacent to the development. The evaluation included excavation of 10 hollow -stem -auger borings to depths of 11.5 to 46.5 feet. • URS Corporation (2002) performed a geotechnical investigation near the site for the proposed recharge facility. Their investigation included 12 hollow -stem borings to depths of 26.5 to 28 feet, 8 test pits to depths of 11 to 15 feet, installation of two groundwater wells and geotechnical laboratory testing. • Sladden Engineering (2005a) performed a geotechnical exploration for adjacent development immediately north of the subject site ("Coral Canyon" Development). This exploration included drilling of 12 hollow -stem -auger borings to depths of 8.0 to 30.5 feet. • Earth Systems Southwest (2007b) performed a geotechnical exploration for the proposed extension of Madison Street. This study included excavation of four hollow -stem -auger borings, laboratory testing, and preparation of the report. • Earth Systems Southwest (2007c) performed infiltration testing for storm water facilities proposed for the Travertine project. This study included excavation of seven hollow -stem - auger borings, in-situ infiltration testing, collection of surface samples, laboratory testing, and preparation of a report summarizing their findings. • Earth Systems Southwest (2007d) later prepared a geotechnical engineering report for the Travertine project, which included a field exploration consisting of excavation of 49 test pits ranging in depth from 7 to 26 feet below existing grade, sample collection, and laboratory testing. This report includes the bulk of the data utilized during our review and development of the preliminary geotechnical recommendations provided herein. 210827 update report 4 NMG 18186-01 August 27, 2021 1.5 Field Exploration Our field exploration started with two days of site reconnaissance and geologic mapping performed on May 9 and 10, 2019. The geologic mapping is shown on the Preliminary Geotechnical Map (Plates 1 and 2) utilizing the existing topography and rough grading plan as the base map. The map represents a compilation of the regional geologic mapping, along with aerial photograph interpretation and site-specific mapping. A seismic refraction survey was performed onsite within areas of the deepest planned cuts in order to review rippability and the potential presence of buried granitic rock. The survey consisted of three seismic lines ranging from 350 to 470 feet long with geophone spacing ranging from 7.5 to 10 feet apart. The locations of the seismic lines are shown on the Preliminary Geotechnical Map (Plates 1 and 2) and the complete seismic refraction survey report is included in Appendix E. Additional field exploration was performed on August 9 and 10, 2021 in the southeast portion of the site, where two water quality basins are proposed near 62nd Avenue. This work included drilling, logging, and sampling of seven 8 -inch -diameter hollow -stem borings (H-1, H-2, P-1 through P-5) to depths between 20 and 40 feet below ground surface with a truck -mounted drill rig. Samples were taken using the Standard Penetration Test (SPT) (1.38 -inch inside -diameter) and modified California split -barrel ring sampler (2.5 -inch inside -diameter). The samplers were driven into the soil with a 140 -pound automatic safety hammer, free -falling 30 inches on the truck- mounted rig. The drive samples were also used to obtain a measure of resistance of the soil to penetration (recorded as blows -per -foot on our geotechnical boring log). Representative bulk samples of onsite soil were collected from the drill cuttings and SPT samples. Relatively undisturbed samples were also collected using the modified California split barrel ring sampler. The borings were backfilled with cuttings and tamped for compaction. The approximate locations of these and prior borings are shown on the Geotechnical Map (Plates 1 and 2). The boring logs are included in Appendix B. Percolation testing was performed in five borings (P-1 through P-5) on August 10 and 12, 2021 in general conformance with the Riverside County Whitewater River Region Stormwater Quality Best Management Practice Design Handbook for Low Impact Development (2014). This method was approved by the city for use on the Travertine site prior to the work being performed. Two- inch -diameter slotted PVC pipe and granular sand (No. 3) backfill (annular space) was installed within the borings to prevent caving of the native sandy soils during testing. A 4,000 -gallon heavy- duty water truck was used to supply water during testing. Percolation test results are discussed in Section 2.11 and presented in Appendix F. 1.6 Laboratory Testing Due to the dry clean sandy nature of the alluvial soils at the site, undisturbed samples were difficult to collect. Therefore, the majority of laboratory testing was performed on selected bulk and disturbed soil samples. The testing performed included: • Moisture content and dry density as possible; • Grain size; and • Collapse tests. 210827 update report 5 NMG 18186-01 August 27, 2021 Laboratory tests were conducted in general conformance with applicable ASTM standards. Laboratory test results by NMG and others are presented in Appendix C. In-situ moisture and dry density results are included on the geotechnical boring logs (Appendix B). 210827 update report 6 NMG 18186-01 August 27, 2021 2.0 GEOTECHNICAL FINDINGS 2.1 Geologic Setting and Soil Mapping The site is situated on substantial alluvial fan deposits at the base of the Santa Rosa Mountains, located within the Peninsular Range geomorphic province of southern California. The project area lies along the west side of Coachella Valley, approximately 14 miles northwest of the Salton Sea. The site is situated west of ancient Lake Cahuilla that once inundated the Coachella Valley. Bedrock is exposed along the northern perimeter and southwest corner of the site and consists of Mesozoic -age plutonic (granitic) rocks. Bedrock units present in the adjacent Santa Rosa Mountains to the west include both Mesozoic -age granitic rock and Pre -Cenozoic -age granitic and metamorphic rocks. Surficial deposits include numerous generations of Quaternary -age alluvial fan deposits. Soil mapping by the U.S. Department of Agriculture (USDA, 2020) only covers portions of the project area. We have used the existing available data and modified/extended the soil mapping to cover the project area based on the soil types presented in the USDA mapping and our field mapping. Figure 2 presents the combined soils mapping. The granitic bedrock outcrops and elevated older alluvial fan deposits largely composed of cobbles and boulders have been designated as Rock Outcrop and Rubble Land, respectively, in the USDA mapping. The lower - lying younger alluvial fans and active wash materials are also designated as the Carrizo stony sand and Carsitas gravelly sand. This material is generally granular and subject to erosion. 2.2 Earth Units The site is generally underlain by young and old alluvial fan deposits. Locally along the project perimeter, granitic bedrock is mapped. Undocumented artificial fill associated with grading of flood control levees and the abandoned vineyard are present at the site. Mapped earth units within the development area are described below, in the order of oldest to youngest. The approximate limits of the earth units are shown on the Preliminary Geotechnical Map (Plates 1 and 2). The earth units were based on regional mapping by others (Figures 3 and 4; Dibblee, 2008 and CGS, 2012), and site-specific mapping by Earth Systems Southwest (2007d). NMG refined the units based on review of aerial photographs and field mapping. Granitic Bedrock (gr): Exposed Mesozoic -age granitic bedrock is mapped within the adjacent mountains to the west-southwest and in the north -south trending ridgeline at the north end of the project area. The medium -grained, massive to foliated, granitic rock was found to be highly fractured and jointed near -surface with veins of feldspar and quartz. The Santa Rosa Mountains to the west expose granitic and metamorphic bedrock that are the source of the fan deposits that underlie the subject site. Older Alluvial Fan Deposits (Qof) were predominately mapped along the central and southwestern portions of the project area within the elevated fans. This unit was assigned based on fan morphology, relative elevation, magnitude of channel incision, and strong desert pavement and varnish development (Christenson and Purcell, 1985). While many generations of older alluvial fans may be present across the project area, we have designated this unit to represent older fans outside of the active alluvial fan. 210827 update report 7 NMG 18186-01 August 27, 2021 Based on test pits excavated and geotechnically logged by Earth Systems Southwest (2007d), TP - 30 through TP -32 and TP -39 encountered this earth unit. The material was found to generally consist of light brown to white well -graded fine to coarse sands (SW) with trace to little gravel that were dry and medium dense. The percentage of larger rock (cobbles and boulders) was found to generally range from 20 to 30 percent with an abundance near -surface (80+ percent) at some locations, likely representing the desert pavement. Based on our review of the site-specific data, there is no distinct correlation between earth unit and presence/quantity of cobbles and boulders. This is likely more closely linked to mountain -front proximity An Approximate Rock Distribution Map (Plate 3) was prepared to distinguish the limits and distribution of oversize material (boulders over 12 inches in the maximum diameter) based on the existing test pit logs and field descriptions. Younger Alluvial Fan Deposits (Qyf) were mapped across the majority of the project area and is the most prevalent earth unit within the development area. The younger alluvial fans were generally found to have little to no desert pavement or varnish development, mild channel incision, and a braided channel drainage pattern. Based on our mapping, the fan deposits include rocks of both granitic and metamorphic composition that are very hard and not weathered. These rocks are primarily rounded to subangular, cobble to small boulder (12- to 24 -inch) size over much of the site, and with boulders up to 2 to 4 feet in the fans to the west. This unit was encountered in all exploratory trenches by Earth Systems Southwest, except TP -30 through TP -32 and TP -39. The material was found to generally consist of light brown to white well -graded fine to coarse sand (SW) with trace to some gravel, locally with trace to little fines (silts and clays). Additionally, some of the material was found to consist of fine to coarse sandy gravel (GW). The sands and gravels were dry to damp, medium dense to dense, and friable. The test pit logs indicate that the percentage of cobbles and boulders was found to generally range from 2 to 50 percent, with a number of locations as high as 60 to 80 percent. The amount and size of boulders generally decreased to the east, away from the mountains. The younger alluvial fan deposits were found in our borings drilled in the eastern portion of the site near the future basins and the 62nd Avenue extension. Borings H-1 and H-2 were drilled to depths of 40 feet and encountered primarily gray to brownish -gray fine to coarse sands (SW, SP, SW -SM) with gravelly sand layers (SW/GW) that were between 5 and 10 feet thick. Continuous sampling performed to depths of 20 to 23 feet below the bottom of the basins did not encounter clayey or silty confining layers. Five borings P-1 through P-5 that were drilled to depths of 20 to 30 feet, also encountered similar younger alluvial fan deposits. Undocumented Artificial Fills (Afu): There are several generations of artificial fill onsite, including undocumented fill associated with vineyard and flood control levee grading. No test pits or exploration was performed within vineyard artificial fill. The fill appears to be of relatively minor thickness and of similar composition to the alluvial fans. More significant grading appears to have been performed along the western and southern perimeters of the vineyard where the natural drainage courses were realigned. This portion of artificial fill appears to have a large concentration of cobbles and boulders, likely to protect the vineyard from scour and heavy flows during rain. Additional piles of undocumented artificial fills are present at the northwestern portion of the vineyard and appear to be composed largely of cobbles and boulders. 210827 update report 8 NMG 18186-01 August 27, 2021 Other artificial fills exist along the eastern perimeters of the site (future 62nd Avenue extension), where flood control levees were constructed under the jurisdiction of the Bureau of Reclamation. The levee is constructed with sloping sides, approximately 211:1V, and 30 to 35 feet above the adjacent natural elevations. A geotechnical study that included field exploration and borings was performed to evaluate the soil conditions within the levee and underlying native soils to determine the adequacy of the levee (Sladden, 2001). The soils were reportedly found to be an inconsistent mixture of brown silty sand (SM) and sandy silt (ML) with scattered gravel. The fill materials were found to be generally very firm, dense, dry to moist and adequate for levee support (Sladden, 2001). The report also indicates that the core was typically siltier than the soils exposed on the embankment. No report documenting the original construction of levee was available for our review. 2.3 Laboratory Testing and Soil Properties Based on our limited exploration, the matrix materials within the younger alluvial fan deposits encountered in the borings predominantly consisted of clean sands with gravel and varying amount of silt. The majority of the driven samples during our exploration were disturbed due to the presence of gravels and the dry nature of the sandy soils. The in-place moisture contents varied between 0.3 and 7.3 percent. Dry densities were obtained in eleven of the 63 samples and the densities varied between 116.7 and 126.5 pcf. In addition, blow counts generally varied between 20 and 80 blows per foot. Moisture contents and dry densities for the flood control levee fill ranged from 0.5 to 8.7 percent and 95 to 129 pcf, respectively (Sladden, 2001). Blow counts reportedly ranged from 26 to 100+ blows per foot. Grain Size Distribution: Grain -size distribution tests were conducted by NMG and others on bulk and/or ring samples. These samples were classified as poorly or well -graded sands with fines contents (passing Sieve No. 200) of 13 percent or less with a Unified Soil Classification System (USCS) of SW, SP or SW -SM. Note that it is likely most cobbles and boulders were screened out during sample collection and preparation. The grain size analysis represents the matrix materials (clay, silt, sand, and gravel) and should be reviewed with the associated test pit log for a more complete representation of the earth units. Grain -size distribution tests for the flood control levee fill were conducted on 69 bulk and/or ring samples. Sixty-six of these samples were classified as silty or clayey sands with fines contents in the range of 13 to 49 percent (USCS classification of SM or SC). Three of the samples were classified as sandy silt (USCS classification of ML) with fines contents in the range of 52 to 56 percent. Maximum Density and Optimum Moisture Content: The results of the maximum dry density testing by others indicate that the near -surface soils at depths of 0 to 5 feet have maximum dry densities ranging from 115.5 to 131.0 pcf with optimum moisture contents ranging from 3 to 12 percent. 210827 update report 9 NMG 18186-01 August 27, 2021 Maximum dry density testing of the flood control levee fill indicated that the near -surface soils at depths of 0 to 5 feet have maximum dry densities ranging from 131 to 134 pcf with optimum moisture contents ranging from 7 to 8 percent. Consolidation/Collapse: NMG performed hydro -consolidation tests on two relatively undisturbed ring samples collected at depths of 20 to 30 feet. Hydro -consolidation potential of the samples was estimated under the vertical load of 3.2 ksf, which is near or above the existing overburden pressures of the samples. The estimated hydro -consolidation potential of the samples ranged from 1.4 to 1.6 percent, which is considered to be moderate. The consolidation test results for the flood control levee fill indicated a collapse potential of less than 3.1 percent and swell potential of less than 0.1 percent upon addition of water at 0.575 and 0.72 kips per square foot (ksf) (Sladden, 2001). The report concluded that the higher collapse potential in the samples may have been attributed to the sample disturbance resulting from very high blow counts during collection. Consolidation testing of onsite materials was not performed during prior studies. The results of the consolidation tests are included in Appendix C. Corrosivity: Laboratory testing of the soil samples indicated that the onsite soils and those of the flood control levee are considered to be corrosive to severely corrosive to ferrous metals. Soluble sulfate exposure of levee soils is classified as "SO" per Table 19.3.1.1 of ACI -318-14. (Sladden, 2001). 2.4 Groundwater and Surface Water/Flood Potential Groundwater: The subject site lies within the East Whitewater River sub -basin of the Colorado River groundwater basin. Groundwater has not been encountered in borings or test pits excavated during any of the prior exploratory work. Based on our review of Coachella Valley Water District (CVWD) engineering report, groundwater is at great depth, approximate elevation of -75 feet below msl (CVWD, 2019). Ongoing replenishment has substantially increased the groundwater table over the past decade. Due to the location and elevation of the existing replenishment facility immediately east of the project area, we do not expect groundwater elevations to rise within 50 feet of the planned development. There are several known water wells onsite within the Thomas E. Levy Groundwater Replenishment Facility. These well locations and groundwater levels were obtained from CVWD and are shown on Plates 1 and 2. Based on data from CVWD, the groundwater in the wells near 62nd Avenue extension varied from 84 to 124.5 feet in depth (or elevations of -75 to -80 feet below msl) on December 16, 2019. The groundwater levels in wells near Madison Avenue were approximately 60 feet deep (or elevation of -80 feet below msl) on December 18, 2019. Surface Water and Flood Potential: Currently, the U.S. Federal Emergency Management Agency (FEMA) mapping does not cover the project area west of Dike No. 4. We understand that the flooding potential and associated hazards are being reviewed by the project hydrologist and that the development elevations will be situated above anticipated flood elevations, and appropriate scour and erosion protection will provided on the project perimeter slopes. 210827 update report 10 NMG 18186-01 August 27, 2021 2.5 Regional Faulting and Seismicity Faulting: A bedrock fault is mapped within the project area in the northern portion of the site extending toward the south and buried under the alluvial fan (Rogers, 1965 and Earth Systems Southwest, 2007d). This fault was also shown on the Technical Background Report of the Safety Element of the La Quinta 2035 General Plan (Earth Consultants International, 2010) as an inactive fault. There are no faults mapped at the site by other published maps (Dibblee, 2008 and CGS, 2012). The site is not located within a fault -rupture hazard zone as defined by the Alquist-Priolo Special Studies Zones Act (CGS, 2018) or within an active or potentially active fault zone defined by Riverside County (2021). There are several regionally active faults that could produce an earthquake that results in strong ground shaking at the site. The closest seismically active faults are the San Andreas Fault located 9.8 miles to the northeast, and the San Jacinto Fault located 14.8 miles southwest, as shown on Figure 5. The other regionally active, more distant faults that could produce ground shaking at the site include, but are not limited to, the Elsinore Fault and Brawley Seismic Zone. Seismicity: Properties in southern California are subject to seismic hazards of varying degrees, depending upon the proximity, degree of activity, and capability of nearby faults. These hazards can be primary (i.e., directly related to the energy release of an earthquake such as surface rupture and ground shaking) or secondary (i.e., related to the effect of earthquake energy on the physical world, which can cause phenomena such as liquefaction and ground lurching). Since there are no active faults at the site, the potential for primary ground rupture is considered very low. The primary seismic hazard for this site is ground shaking due to a future earthquake on one of the major regional active faults listed above. Using the USGS computer program (USGS, 2020) and the site coordinates of 33.60143 degrees north latitude and -116.26159 degrees west longitude, the controlling fault for the site is the San Andreas Fault, with the maximum moment magnitude of 7.7 Mw. Based on the 2019 CBC and underlying site soil conditions, the site may be classified as Site Class D. Secondary Seismic Hazards: Both the City of La Quinta Technical Background Report to the Safety Element of the 2035 General Plan (Earth Consultants International, 2010) and Riverside County (2021) provide mapping of potential secondary seismic hazards, such as liquefaction susceptibility and earthquake -induced slope instability. Zones of potentially liquefiable soil, as defined by the County of Riverside, are included on Figure 6 and indicate low to very low liquefaction susceptibility. Based on the depth to groundwater summarized in Section 2.4, the liquefaction potential at the site is considered very low. Mass movements and slope stability are discussed in detail in Section 2.6. The potential for other secondary seismic hazards, such as tsunami and seiche, are considered very low as the site is located away from bodies of water and at elevation greater than 50 feet above msl. 210827 update report 11 NMG 18186-01 August 27, 2021 2.6 Slope Stability and Mass Movements Permanent Structural Slopes: There are planned 3H:1 V cut and fill slopes up to 80 feet high that will be cut from and/or underlain by alluvial fan materials. The proposed slopes are anticipated to be globally stable and likely surficially unstable or subject to erosion due to the lack of fines and cohesion in the native soils. Detailed slope stability analysis will need to be performed at the design -level study. (See further discussions in Section 3.7.) Temporary Slopes: Temporary excavations may expose varying earth materials, including both compacted and undocumented fills, and alluvial fan deposits. Temporary slopes in alluvial fans are anticipated to be subject to failure due to the sandy nature of the alluvium and lack of cohesion. A detailed slope stability analysis will need to be performed at the design -level study. Mass Movements and Natural Slopes: The Martinez Rockslide is located south of the site. The rockslide spans over 4.5 miles in length and broke away from the mountainside at an elevation of 6,320 feet above msl, from the top of the Santa Rosa Mountains. It deposited and came to a stop onto the flatter desert floor. The toe area consists of a bouldery landslide material with a slope that is 200 to 300 feet above the adjacent alluvial fan. One study by Bock (1977) tentatively dated the rockslide as Holocene due to remnants of older alluvial fan material beneath the toe of the slide. It is hypothesized that the initiating force was a large seismic event located near Martinez Mountain. The development has been set back approximately 900 feet from the toe of the rockslide. Based on the setback distance and lack of potential energy and upslope materials, we do not anticipate the rockslide will have any impact to the project. However, due to the steep slope at the toe of the rockslide and presence of cobbles and boulders, rockfall hazard exists within the setback area. The granitic bedrock ridge at the north end of the development was found to generally be fractured and jointed and has been mapped as a potential rockfall hazard (Earth Consultants International, 2010). In general, the plan set indicates 100 -foot offset from this bedrock ridge. Rockfall hazard review and/or analysis should be performed at a later date for both locations discussed above once plans are further developed to evaluate this hazard and provide mitigation recommendations (i.e., impact walls or berms/channels) if required. 2.7 Settlement Based upon our review of the existing subsurface data and laboratory data, the near -surface soil at the site generally consists of weathered, low density and/or porous material and undocumented fill material. This unsuitable soil is prone to significant collapse and/or consolidation and has poor bearing properties. Below this zone, the native materials appear to be dense, as reported by the high blow counts on the boring logs from adjacent projects. The amount of potential settlement can vary significantly over the site due to variations in subsurface conditions and depths of planned cuts and fills. In conducting our preliminary settlement evaluation, we have assumed that remedial removals will be implemented to remove the undocumented fill materials and weathered alluvial fan deposits; that fill loading will be a maximum of 60 feet over existing ground; and structures will be of low-rise wood -framed construction (one to two stories). 210827 update report 12 NMG 18186-01 August 27, 2021 We anticipate the total consolidation settlement at the completion of grading to be on the order of 1 to 1 1/2 inches. The differential settlement is then expected to be on the order of 3/4 -inch over a 40 -foot span. 2.8 Regional Subsidence Regional land subsidence as a result of groundwater withdrawal in the Coachella Valley has been studied by the U.S. Geological Survey over the past 25 years (USGS, 2014). Since the 1900s, increasing agricultural, domestic, and municipal groundwater withdrawal has lowered the water table in Coachella Valley as much as 50 vertical feet, which in turn resulted in wide spread land subsidence. Water levels were measured between 1995 and 2010 and found that groundwater levels were the lowest recorded in 2010. The majority of this measured subsidence occurred in the central portions of the city of La Quinta, north of 6e Avenue, where up to 2 feet was recorded. Interferometric Synthetic Aperture Radar detection indicated that land -surface elevation changes within the project area ranged from 0 to approximately 1.3 inches. Additionally, the study has noted that groundwater levels within the La Quinta area have shown recovery coinciding with increased groundwater replenishment at the Thomas E. Levy Facility beginning in mid -2009. As CVWD continues to monitor and maintain groundwater replenishment and reduce reliance on groundwater resources through water -supply management, we anticipate that regional subsidence will continue to decline. 2.9 Erosion Potential and Scour Protection The alluvial fan deposits onsite are sandy with generally less than 10 percent fines and are considered highly erodible when exposed to environmental elements without protection. Design cut and fill slopes will need to have surface protection and proper drainage devices. Please note that the design cut slopes are laid back to 3H:1 V inclination or flatter to reduce the potential for slope instability and erosion. To reduce the erosion and surficial slumping potential of the graded slopes, permanent manufactured slopes should be protected from erosion by planting with appropriate ground cover or by placing suitable erosion protection (i.e., jute matting, polymer coating, etc.). These measures should be applied as soon as is practical. The perimeter slopes are designed at 2H:1 V and will require additional measures to reduce the erosion and scour potential in order to protect the slopes from flood waters. We understand that scour protection will be designed to depths on the order of 20 feet. Rip -rap or other surface protection will be provided on the slope face below the potential flood levels. These mitigation measures will be designed during future site-specific hydrological studies by others. 2.10 Rippability and Oversize Rocks A seismic refraction study (Appendix E) was performed within the alluvial fan deposits at the locations of the deepest planned cuts, as shown on the Preliminary Geotechnical Maps (Plates 1 and 2). In general, the primary wave velocities recorded in the uppermost 20 feet of alluvial fan material ranged from 1,500 to 2,500 feet per second (fps) Below 20 feet, velocities were consistently higher, generally 2,500 to 3,500 fps to our total study depth of 80 feet. Additionally, test pits were previously performed across the site to total depths of up to 25 feet with a track - 210827 update report 13 NMG 18186-01 August 27, 2021 mounted Deere 370C excavator. This work encountered refusal in 6 of 49 total test pit excavations due to large boulders. While the materials are generally considered rippable, considerable oversize rocks may be generated from the alluvial fan deposits. An Approximate Rock Distribution Map (Plate 3) was prepared to distinguish the limits and distribution of oversize material (boulders over 12 inches in the maximum diameter) that are anticipated to be encountered during grading in each of the cut or remedial removal areas. These percentages are based on the visual observations by Earth Systems Southwest (2007d) personnel while performing the excavator test pits onsite. Based on preliminary calculations, we anticipate that a significant amount of oversize rocks will need to be crushed to complete the proposed grading. With additional rock quality testing (hardness, durability, etc.), we anticipate that the crushed material should meet the Greenbook specifications for Crushed Aggregate Base (CAB). The rock may also be crushed to use as gravel or cobble sizes for use in erosion protection. It is unlikely the rock could be broken to use as rip -rap since the majority of the rock is smaller than the typical rip -rap material. 2.11 Infiltration Testing There are two water quality basins planned at the site, a 2.5 -acre basin north of 62nd Avenue and a 10 -acre basin located south of 62nd Avenue. The basins have proposed finish grade elevations, which are 15 to 30 feet below existing grade. Two borings (H-1 and H-2) were drilled to 40 feet bgs, or approximately 20 to 23 feet below the bottom of the proposed basins. Samples below the bottom of the proposed basin elevation were taken continuously with alternating ring samples and SPTs in order to verify that there were no fine-grained confining layers within the effective depths of the basins, per City of La Quinta Engineering Bulletin #06-16. Five additional borings (P-1 through P-5) were drilled to depths of 20 to 30 feet bgs (or 3 to 7 feet below the bottom of the future basins) for percolation testing. Two-inch diameter slotted PVC pipe and granular sand (No. 3) backfill (annular space) was installed within the borings to prevent caving of the native sandy soils during percolation testing. The Boring Percolation Tests were performed in P-1 through P-5 on August 10 and 12, 2021 in general conformance with the Riverside County Whitewater River Region Stormwater Quality Best Management Practice Design Handbook for Low Impact Development (2014). Per discussion with the City, they have allowed for preliminary testing and infiltration rate determination to be performed using the established County of Riverside methods. Initial testing was performed to confirm the "sandy soil criteria," after the pre-soaking period. The final measurements at the end of testing were used to convert percolation rates to infiltration rates using the equations presented in the County design handbook. The field test data sheets that include percolation rates are provided in Appendix F. The calculated infiltration rates are tabulated below and include rates with a factor -of -safety of 3, as required. The infiltration test results are representative of the location and depth the tests were performed. Due to the inherent variation of subsurface conditions, infiltration rates could vary substantially across the site. 210827 update report 14 NMG 18186-01 August 27, 2021 Boring No. Tested Depth (ft.) Infiltration Rate (in./hr.) Infiltration Rate (in./hr.) with Factor of Safety P-1 P-2 P-3 P-4 P-5 21 to 23.5 19 to 23.5 18.5 to 20 21.5 to 24.5 26.5 to 29.5 18.0 26.7 26.6 43.7 19.3 6.0 8.9 8.9 14.6 6.4 2.12 Earthwork Bulking/Shrinking and Subsidence The loss or gain of volume (shrink/bulk) of excavated natural materials and recompaction as fill varies according to earth material type and location. This volume change is represented as percent shrinkage (volume loss) and as percent bulking (volume gain) after recompaction of a unit volume of cut in this same material in its natural state. The onsite materials will have varying shrinkage or bulking characteristics. We anticipate that mass excavation and remedial removals will result in a 10 and 15 percent shrinkage, respectively. Note that the onsite materials have little to abundant cobbles and boulders. Crushing will be required to generate fill materials, as discussed in Section 2.10. Crushing rock may result in bulking on the order of 15 percent. Ground subsidence at the site is estimated to be on the order of 0.2 foot. 210827 update report 15 NMG 18186-01 August 27, 2021 3.0 CONCLUSION AND PRELIMINARY RECOMMENDATIONS 3.1 General Conclusion and Recommendation Based on our study, the site is considered geotechnically suitable for the proposed residential development provided the preliminary geotechnical recommendations in this report are implemented during design, grading and construction. This report should also serve as the geotechnical appendix for the project EIR. Geotechnical observation/testing and mapping during grading is essential to verify the anticipated conditions and evaluate the recommended remedial design measures. The recommendations in this report are considered minimum and may be superseded by more restrictive requirements of others. These preliminary recommendations will need to be confirmed and updated as necessary during the design phase and through additional geotechnical investigation, testing and analysis. 3.2 Earthwork and Grading Specifications Grading and excavations should be performed in accordance with the City of La Quinta Code and regulations and the General Earthwork and Grading Specifications in Appendix G. Clearing and grubbing of the site should include removal of any pavement or concrete, turf, landscaping, miscellaneous trash and debris, and disposal of deleterious material offsite. After removals and/or overexcavation, the bottoms should be scarified and moisture -conditioned prior to placement of fill. Fill should be placed in nearly horizontal loose lifts less than 8 inches in thickness, moisture - conditioned and compacted to a minimum relative compaction of 90 percent (per ASTM D1557). Fills placed against ground sloping more than 5H:1 V should be keyed and benched into competent material as the new fill is placed. Onsite soil materials are generally considered suitable to be used as fill materials. As noted, the onsite materials have little to abundant cobbles and boulders. Crushing may be required to generate fill material, as discussed in Section 3.5. The soil engineering properties of imported soil (if any) should be evaluated to determine if any of the recommendations provided herein will need modification. 3.3 Remedial Grading and Overexcavation Remedial Removals: Unsuitable earth materials should be removed prior to placement of compacted fill. Unsuitable materials at the site include undocumented fills and weathered alluvial fan deposits. Removal depths in native soils across the site should extend 4 feet below existing grade. Locally, where thicker undocumented fills are located, remedial removals should extend deeper to remove the fill and unsuitable native soils. Removal bottoms should expose competent native material and should be reviewed and accepted by the geotechnical consultant prior to placement of fill. Grading over the levee for the proposed 62nd Avenue extension should bench into competent existing fills on the sides with minimal removals on the top (1 to 2 feet). Grading on the levee fill should be performed under the direction of the Bureau of Reclamation representatives. 210827 update report 16 NMG 18186-01 August 27, 2021 Overexcavation: The proposed grading is anticipated to expose cut and fill transitions at finish grade. Shallow fill areas and cut portions of lots should be overexcavated and replaced with compacted fill to provide a minimum of 4 feet of uniform fill cap over each lot. Streets should be overexcavated 2 feet below subgrade to provide uniform fill below the pavement section. Alternatively, streets may be overexcavated 2 feet below the deepest utility to reduce the amount of oversize materials encountered and facilitate utility excavation/installation. 3.4 Rippability Based on the geophysical studies and prior excavation work performed onsite, the alluvial fan earth units are anticipated to be rippable/excavatable with conventional earthmoving equipment (i.e., scrapers, excavators and backhoes). Seismic refraction surveys indicate the primary wave velocities vary from 1,200 fps near -surface to 3,500 fps at depth. Excavation difficulty due to the abundancy of cobbles and boulders should be expected. The geophysical results are provided in Appendix E. Buried hard granitic rock out -crops were not encountered at the location of the seismic surveys. However, small exposures of granitic bedrock may be encountered locally along the northern perimeter of the site, adjacent to the southernmost proposed tank site. This rock may not be rippable with conventional earth -moving equipment; requiring larger bulldozers, excavators and rock breaking equipment. 3.5 Oversize Rock Crushing We anticipate there will be more oversize rocks generated during grading than can be placed in the onsite fills. The Approximate Rock Distribution Map (Plate 3) shows the approximate percentages of oversize rocks/boulders by area that will be generated from different areas at the site during mass excavation and remedial grading. Therefore, we anticipate that rock crushing may be needed during the grading operations. For crushing purposes, we anticipate that the planned operations should be to break the oversize boulders of 1 to 4 feet in maximum dimension down to make fill materials with the crushed product. We understand that larger boulders may need to be pre -broken, down to 2.5 to 3 feet in diameter prior to crushing. We anticipate the rocks could be crushed to make aggregate base materials or other rock products, but would need laboratory testing to confirm. 3.6 Placement of Oversize Material Oversize rocks larger than 12 inches in the maximum diameter should not be placed in the upper 10 feet of design fills or within 2 feet below the deepest utility in the streets. Oversized rocks greater than 24 inches in the maximum diameter will need to be placed in windrows in the deeper fills. Rocks that have a maximum diameter greater than approximately 4 feet should either be broken with pneumatic hammers and/or crushers prior to placement in windrows, or they should be handled by special placement as individual rocks in deep fill areas. The Grading and Earthwork Specifications in Appendix G include a detail for placement of oversize rocks. 210827 update report 17 NMG 18186-01 August 27, 2021 3.7 Slope Stabilization General Slope Stability: As discussed previously, the proposed slopes, as shown on the preliminary grading plan, are anticipated to be grossly stable under static and pseudo -static loading conditions, provided the remedial removals recommended in this report are performed and the slopes are adequately compacted. The onsite native materials consist of highly erodible, cohesionless materials that contain oversize material. In order to reduce the potential rockfall hazard, and to help with surficial stability, stabilization fills are recommended for cut slopes at the site. Preliminary sizing of stabilization fill keys are a minimum depth of 4 feet and 15 feet wide for slopes up to 40 feet high, with the width increasing to 20 feet for those greater than 40 feet in height. During grading, slope excavations and any backcuts or keyway excavations should be mapped and evaluated by the geotechnical consultant to verify the anticipated conditions. If the conditions are different than anticipated, geotechnical analysis should be performed and the remedial grading measures modified as necessary. The excavations should be evaluated and accepted by the geotechnical consultant prior to placement of compacted fill. The reworked onsite soils are anticipated to provide adequate strength for the gross stability of the proposed fill slopes at the proposed slope inclination of 2H:1 V and flatter. A base fill key should be provided for these fill slopes. The depth of the key should be a minimum of 2 feet into competent material, at least 15 feet wide, and have a one -foot tilt back into the slope. Fill slopes are anticipated to be stable as designed provided they are constructed in accordance with the details provided in our General Grading and Earthwork Specifications (Appendix G). Fill slopes and stabilization fills should be overbuilt approximately 3 feet thick and trimmed back to the proposed slope face in order to provide a uniform compacted slope face. Slopes will be subject to surficial erosion and should be planted as soon as practical. Temporary Slope Stability: Temporary slopes will be created as a result of the backcuts for recommended stabilization fill keys. The actual stability of the backcuts will depend on many factors, including the geologic conditions and the amount of time the excavation remains exposed. Excavations should not be left open for long periods of time and should be backfilled as soon as practical (i.e., backfilled prior to the weekend or holiday, if possible). Extra care and attention should be provided while grading next to adjacent properties. The backcut should be "slope -boarded" on a routine basis so that the geotechnical consultant can map the slope carefully during excavation and help to notify the project team of critically unstable areas. This will also allow those working below the excavation to observe any potential failures. Mass Movements and Natural Slopes: The development has been set back approximately 900 feet from the toe of the Martinez Rockslide. Based on the setback distance and lack of potential energy and upslope materials, we do not anticipate the rockslide to have any adverse impact on the project. However, due to the steep slope at the toe of the rockslide and presence of cobbles and boulders, a rockfall hazard exists within the setback area. 210827 update report 18 NMG 18186-01 August 27, 2021 The granitic bedrock ridge at the north end of the development, was found to generally be fractured and jointed and has been mapped as a potential rockfall hazard (Earth Consultants International, 2010). Rockfall hazard analysis should be performed at a later date for both locations discussed above once plans are further developed in order to evaluate this hazard and provide mitigation recommendations (i.e., impact walls or berms/channels) if required. 3.8 Groundwater Conditions Based on review of the existing groundwater data, we anticipate groundwater to remain deep below the site, in excess of 50 feet. Groundwater is not anticipated to be encountered during grading or construction at the site. 3.9 Settlement As discussed in Section 2.7, the total settlement as a result of fill placement in the areas underlain by native alluvial fan deposits, is estimated to be on the order of 1 to 11/2 inches. The differential settlement is anticipated to be on the order of 3/4 -inch over a span of 40 feet. The amount of anticipated settlement will also depend on the type of foundation(s) selected. Additional evaluation will need to be performed once the actual design grades, foundation type, foundation loads and layouts are known. 3.10 Foundation Design The design of foundation and slabs is the purview of the project structural engineer. Following completion of grading operations, the onsite soils at the site are anticipated to have "very low" to "low" expansion potential. An allowable bearing pressure of 1,800 psf may be assumed for foundations in compacted fill soils having a minimum depth of 12 inches below the lowest adjacent grade with a minimum width of 12 inches. The allowable bearing pressure may be increased for each additional foot of width and/or depth by 300 psf up to a maximum of 3,000 psf. The allowable bearing pressure may be increased by one-third for wind and seismic loading. The allowable bearing pressure may also be applied to post -tensioned and mat slabs, if needed for design. The footings of freestanding structures (including walls and pilasters) should have a minimum embedment depth of 24 inches into approved soils. For lateral resistance against sliding, a friction coefficient of 0.38 may be used at the soil - foundation interface. This value may be increase by one-third for wind and seismic loading. For non -post -tensioned slabs -on -grade and foundations, in accordance with Wire Reinforcement Institute (WRI) method (per the 2019 California Building Code), an effective Plasticity Index of 15 is considered appropriate for the upper 15 feet of soil. For such slabs, we recommend a minimum embedment of 18 inches below the lowest adjacent grade for the perimeter footings. 210827 update report 19 NMG 18186-01 August 27, 2021 The slabs should also be designed to satisfy the settlement criteria presented in Section 3.9 of these recommendations. 3.11 Storm Water Infiltration Feasibility Based on our evaluation and analysis as described herein, we conclude that onsite storm water infiltration is geotechnically feasible. As discussed in Section 2.11, a minimum factor -of -safety of 3 has been applied to the results for preliminary design purposes. Per City of La Quinta Engineering Bulletin #06-16, the maximum allowable rate for retention basin design is two inches per hour. The infiltration rates obtained from testing exceed the maximum allowable rate dictated by the City; varying between 6.0 and 14.6 inches per hour. In addition, the two borings (H-1 and H-2) drilled with continuous sampling to a depth of 20 to 23 feet below the bottom of the proposed basins encountered sandy and gravelly alluvium without a confining layer. Infiltration systems should be constructed per the recommendations outlined in the Riverside County Whitewater River Region Stormwater Quality Best Management Practice Design Handbook for Low Impact Development (2014. Special care should be taken so as to limit disturbance to native soils utilized as the infiltration surface in a manner that may affect infiltration performance Proper and routine maintenance should be provided for the infiltration systems. 3.12 Trench Excavations and Backfill Excavations should conform to all applicable safety requirements. Trench excavations are anticipated to expose varying earth units, including fill and native alluvial fan deposits. Excavations should be considered Type C soils per Cal/OSHA regulations and should be excavated at 1.5H:1 V or flatter, with no vertical excavation near the bottom. If the excavations cannot be made within the subject site, temporary shoring would be needed. The shoring would likely require shields or lagging for potential caving sands. Clean sands were encountered through the project, with caving conditions noted in some exploratory test pits. Native soils should be suitable for use as trench backfill. The cobbly materials may be difficult to use without mixing with cleaner sands and/or screening the rock. Cobbles larger than 3 inches in size should not be placed within the pipe zone. Trenches, including interior utility lines, should be either backfilled with native soil and compacted to 90 percent relative compaction, or backfilled with clean sand (SE 30 or better), which can be densified with water jetting and flooding. Trenches excavated next to structures and foundations should also be properly backfilled and compacted to provide full lateral support and reduce settlement potential. 3.13 Lateral Earth Pressures The recommended lateral earth pressures for the drained onsite materials are as follows: 210827 update report 20 NMG 18186-01 August 27, 2021 Equivalent Fluid Pressure (psf/ft) Conditions Level 2:1 Sloping Active 35 50 At -Rest 55 Passive 400 230 sloping down These parameters are based on a soil internal friction angle of 33 degrees and soil unit weight of 120 pcf. The above parameters do not apply for backfill that is highly expansive. To design an unrestrained retaining wall, such as a cantilever wall, the active earth pressure may be used. For a restrained retaining wall, such as a vault, basement or at restrained wall corners, the at -rest pressure should be used. Passive pressure is used to compute lateral soils resistance developed against lateral structural movement. Passive pressure may be increased by one-third for wind and seismic loading. Future landscaping/planting and improvements adjacent to retaining walls should also be taken into account in the design of the retaining walls. Excessive soil disturbance, trenches (excavation and backfill), future landscaping adjacent to footings, and over- saturation can adversely impact retaining structures and result in reduced lateral resistance. For sliding resistance, the friction coefficient of 0.40 may be used at the concrete and soil interface. This value may be increased by one-third for wind and seismic loading. The passive resistance is taken into account only if it is ensured that the soil against embedded structure will remain intact with time. The retaining walls will also need to be designed for additional lateral loads if other structures or walls are planned within a 1H:1V projection. The seismic lateral earth pressure for walls retaining more than 6 feet of soil may be estimated to be an additional 15 pcf for active and at -rest conditions. The earthquake soil pressure has a triangular distribution and is added to the static pressures. For the active and at -rest conditions, the additional earthquake loading is zero at the top and maximum at the base. The seismic lateral earth pressure does not apply to walls retaining less than 6 feet of soil (2016 CBC Section 1803.5.12). Retaining structures should be waterproofed and provided with suitable backdrain systems to reduce the potential hydrostatic pressure on the walls. Figure 7 presents alternatives for wall- backdrain systems. Specific drainage connections, outlets and avoiding open joints should be considered for the retaining wall design. 3.14 Preliminary Pavement Design A preliminary pavement section based on assumed R -value of 40 and Traffic Index (TI) of 7 for the main drive areas and roadways and TI of 4 for residential streets and parking lots, consists of 4 inches of asphalt concrete over 7 inches of aggregate base and 3 inches of asphalt concrete over 4 inches of aggregate base, respectively. The final pavement section recommendations should be based on the anticipated Traffic Index (TI) of the roadways and the R -value of the subgrade soils. Pavement design and construction should be performed in accordance with the requirements of the City of La Quinta and the Greenbook. 210827 update report 21 NMG 18186-01 August 27, 2021 3.15 Structural Setbacks The footings of structures (including retaining walls) located above descending slopes should be setback from the slope face. The setback distance is measured from the outside edge of the footing bottom along a horizontal line to the face of the slope. The table below summarizes the minimum setback criteria for structures above descending slopes. Structural Setback Requirements for Footings Above Descending Slopes Slope Height [H] Minimum Setback (feet) from Slope Face (feet) Less than 10 5 10 to 20 '/2 * H 20 to 30 10 30 to 120 1/3 * H More than 120 40 3.16 Seismic Design Guidelines The following table summarizes the seismic design criteria for the subject site. The seismic design parameters are developed in accordance with ASCE 7-16 and 2019 CBC (Appendix D). Please note that considering the proposed structures and the anticipated structural periods, site-specific ground hazard analysis was not performed for the site. The seismic design coefficient, Cs, should be determined per the parameters provided below and using equation 12.8-2 of ASCE 7-16. Selected Seismic Design Parameters from 2019 CBC/ASCE 7-16 Seismic Design Values Reference Latitude 33.60143 North Longitude -116.26159 West Controlling Seismic Source San Andreas Fault Distance to Controlling Seismic Source 9.8 mi Site Class per Table 20.3-1 of ASCE 7-16 D USGS, 2020 USGS, 2020 Spectral Acceleration for Short Periods (Ss) Spectral Accelerations for 1 -Second Periods (S1) Site Coefficient Fa, Table 11.4-1 of ASCE 7-16 Site Coefficient Fv, Table 11.4-2 of ASCE 7-16 1.5 g 0.58 g 1.0 1.72 SEA/OSHPD, 2020 SEA/OSHPD, 2020 SEA/OSHPD, 2020 Design Spectral Response Acceleration at Short Periods (SDs) from Equation 11.4-3 of ASCE 7-16 1.0 g SEA/OSHPD, 2020 Design Spectral Response Acceleration at 1 -Second Period (Sol) from Equation 11.4-4 of ASCE 7-16 0.67 g Ts, Sol/ SDs, Section 11.4.6 of ASCE 7-16 0.67 sec TL, Long -Period Transition Period Peak Ground Acceleration (PGAM) Corrected for Site Class Effects from Equation 11.8-1 of ASCE 7-16 Seismic Design Category, Section 11.6 of ASCE 7-16 8 sec SEA/OSHPD, 2020 0.58 g SEA/OSHPD, 2020 D 210827 update report 22 NMG 18186-01 August 27, 2021 3.17 Subdrains Backdrains should be provided for stabilization fills at 30 -foot -vertical intervals with outlets every 100 feet through the slope face. Backdrains should consist of 4 -inch perforated Schedule 40 PVC pipe inserted into a minimum of 3 cubic feet per linear foot of 3/4 -inch gravel wrapped in geotextile filter fabric (Mirafi 140N or equivalent). Backdrain details are included in the General Earthwork and Grading Specifications (Appendix G). During grading, additional subdrains may be necessary for areas where seepage is encountered. Proper surface drainage, such as a concrete V -ditch, should also be provided along the top of walls. Downdrains (outlets) for surface drainage should not be tied into the subdrain system for walls. (They should be outlet separately.) Protection of Subdrain Outlets: The outlet pipe should be protected by installation of devices per exhibit labeled "Subdrain Outlet Marker Detail" in the Grading and Earthwork Specifications (Appendix G). This will allow the pipe outlets to be protected in the future during landscaping and make them easier to find, if necessary. 3.18 Expansion Potential Based on the onsite soil properties, the expansion potential is anticipated to generally range from "Very Low" to "Low." Additional laboratory testing should be performed following completion of grading operations to determine the expansion potential of the near -surface soils. 3.19 Cement Type and Corrosivity Based on prior laboratory testing on adjacent projects, the soluble sulfates exposure in the onsite soils are anticipated to be classified as "SO" to "S 1" per Table 19.3.1.1 of ACI -318-14. Structural concrete elements in contact with soil include footings and building slabs -on -grade. Concrete mix for these elements may be preliminarily based on the "Si" soluble sulfate exposure class of Table 19.3.2.1 in ACI -318-14. Other American Concrete Institute (ACI) guidelines for structural concrete are recommended. Also, the site soils are anticipated to be corrosive to very corrosive to ferrous metals and may also be deleterious to copper. Where metals will be in contact with onsite soils for a long period of time (such as buried iron or steel pipe), corrosion -control measures should be taken to prolong their life. Additional laboratory testing should be performed following completion of grading operations to determine the corrosion potential of onsite soils and to provide recommendations for corrosion protection. 3.20 Exterior Concrete Exterior concrete elements, such as curb and gutter, driveways, sidewalks and patios, are susceptible to lifting and cracking when constructed over expansive soil. Please also note that reducing concrete problems is often a function of proper slab design, concrete mix design, placement, and curing/finishing practices. Adherence to guidelines of the ACI is recommended. 210827 update report 23 NMG 18186-01 August 27, 2021 Also, the amount of post -construction watering, or lack thereof, can have a very significant impact on the adjacent concrete flatwork. For reducing the potential effects of expansive soils, we recommend a combination of presaturation of subgrade soils; reinforcement; moisture barriers/drains; and a sublayer of granular material. Though these types of measures may not completely eliminate adverse impacts, application of these measures can significantly reduce the impacts from post -construction expansion of soil. The degrees and combinations of these measures will depend upon the expansion potential of the subgrade soil, moisture migration potential, feasibility of the measures, and the economics of the measures versus the benefits. These factors should be weighed by the project owner determining the measures to be applied on a project -by -project basis, subject to the requirements of the local building/grading department. The following table provides our recommendations for varying expansion characteristics of subgrade soils. Additional considerations are also provided after the table. We recommend that the "Low" category be preliminarily used during design of the project. TYPICAL RECOMMENDATIONS FOR CONCRETE FLATWORK/HARDSCAPE Recommendations Expansion Potential (Index) Very Low Low Medium High Very High (< 20) (20 — 50) (51— 90) (91-130) (> 130) Slab Thickness (Min.): Nominal thickness except where noted. 4" 4" 4" 4" 4" Full Subbase: Thickness of sand or gravel layer below concrete N/A N/A Optional 2.t — 4" 2" — 4" Presaturation: Degree of optimum moisture content (opt.) and depth of saturation Pre -wet 1.1 x opt. Only to 6" 1.2 x opt. to 12" 1.3 x opt. to 18" 1.4 x opt. to 24" Joints: Maximum spacing of control joints. Joint should be 10' 10' 1/4 of total thickness 8' 6' 6' Reinforcement: Rebar or equivalent welded wire mesh placed near mid -height of slab N/A N/A Optional (WWF 6 x 6 W 1.4xW 1.4) No. 3 rebar, 24" O.C. both No. 3 rebar, ways or 24" O.C. equivalent both ways wire mesh Restraint: Slip dowels across cold joints; between sidewalk and curb N/A N/A Optional Across cold joints Across cold joints (and into curb) The procedure and timing of presaturation should be carefully planned in advance of construction. 210827 update report 24 NMG 18186-01 August 27, 2021 Design and maintenance of proper surface drainage is also very important. If the concrete will be subject to heavy loading from cars/trucks or other heavy objects, thicker slabs should be used. The above recommendations typically are not applied to curb and gutter. 3.21 Slope Maintenance and Protection To reduce the erosion and surficial slumping potential of the graded slopes, permanent manufactured slopes should be protected from erosion by planting with appropriate ground cover or by placing suitable erosion protection (i.e., jute matting, polymer coating, etc.). These measures should be applied as soon as is practical. Proper drainage should be designed and maintained to collect surface waters and direct them away from slopes. A rodent -control program should be established and maintained as well, in order to reduce the potential for damage related to burrowing. In addition, the design and construction of improvements and landscaping should also provide appropriate drainage measures. 3.22 Surface Drainage Surface drainage should be carefully taken into consideration during all grading, landscaping, and building construction. Positive surface drainage should be provided to direct surface water away from structures and slopes and toward the street or suitable drainage devices. Ponding of water adjacent to the structures or tops of slopes should not be allowed. Paved areas should be provided with adequate drainage devices, gradients, and curbing to reduce run-off flowing from paved areas onto adjacent unpaved areas. 3.23 Additional Geotechnical Investigation and Plan Reviews Additional geotechnical evaluation and investigation are recommended during the design phase of work. This additional analysis and investigation would occur after entitlement, when grading and building plans are in progress or finalized, and before obtaining grading permits. NMG has solely relied upon the observations and laboratory testing of others, we recommend additional exploratory borings and test pits to verify the findings of others. Additionally, percolation testing conforming with current city/county standards may need to be performed. Also, additional borings will be needed along the proposed extension of 62nd Avenue in order to evaluate the underlying native soils within the vicinity of the proposed improvements. NMG should also review the project plans during the design phase, including but not limited to, rough and precise grading, foundation, retaining walls (if any), and street and utility plans. Geotechnical review reports will be prepared for these plan reviews, which will be submitted to the City for review and approval (if required). 3.24 Geotechnical Observation and Testing During Grading and Construction Geotechnical observation and testing should be performed by the geotechnical consultant during the following phases of grading and construction: • During site preparation and clearing; 210827 update report 25 NMG 18186-01 August 27, 2021 • During earthwork operations, including remedial removals and pad overexcavation; • During all fill placement; • During temporary excavations and slope stabilization measures; • During installation of subdrains; • Upon completion of any excavation for buildings or retaining walls, prior to pouring concrete; • During slab and pavement subgrade preparation, prior to pouring of concrete; • During and after installation of subdrains for retaining walls; • During placement of backfill for utility trenches and retaining walls; and • When any unusual soil conditions are encountered. 210827 update report 26 NMG 18186-01 August 27, 2021 4.0 LIMITATIONS This report has been prepared for the exclusive use of our client, Hofmann Management Company, within the specific scope of services requested by our client for the planning study discussed in this report. This report or its contents should not be used or relied upon for other projects or purposes or by other parties without the written consent of NMG. Our methodology for this study is based on local geotechnical standards of practice, care, and requirements of governing agencies. No warranty or guarantee, express or implied is given. The findings, conclusions, and recommendations are professional opinions based on interpretations and inferences made from geologic and engineering data from specific locations and depths, observed or collected at a given time. By nature, geologic conditions can be very different in between points, and can also change over time. Our conclusions and recommendations are subject to verification and/or modification with more exploration and/or during grading and construction when more subsurface conditions are exposed. NMG's expertise and scope of services did not include assessment of potential subsurface environmental contaminants or environmental health hazards. 210827 update report 27 NMG X E cip op 0 0 cu 0 cuJ CO FD 0 a) r 4) 0 0 1- 00 !Ai1l�,I_ =r t r r. Ilk. et: 7• . r• ��' �.. _•_t II Subject Site ir4.:0500:1 i ^ 4 adle -s a .n -- Seivice Law, --Credits Source: Esti, Maxar, GEye, Earthstar Geographics, CNES Airbus DS7 USDA, USGS, AeroGRID.IGN, and the GIS -User Commun i Esri, HERE, Garmin, (c) OpenStreetMap contributors • .0 or 0 0.5 1 Miles 1 inch = 1 miles N SITE LOCATION MAP TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA RIVERSIDE COUNTY, CALIFORNIA a Project Number: 18186-01 By: TW/SBK Project Name: Hofmann/Travertine Date: 8/27/2021 Figure 1 NMG LEGEND CcC CARRIZO STONY SAND, 2-9% SLOPES CdC CARSITAS GRAVELLY SAND, 0-9% SLOPE GbB GILMAN FINE SANDY LOAM MaB MYOMA FINE SAND RO ROCK OUTCROP Ru RUBBLE LAND SOIL SURVEY INFORMATION FROM NATURAL RESOURCES CONSERVATION SERVICE IMPACT LINE LIMIT LINE TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA COUNTY OF RIVERSIDE, CALIFORNIA Project No.: 18186-01 Project Name: Jofmann / Travertine Date: 8/27/21 Figure No. 2 NMG Geotechnical, Inc. Qa Qf LEGEND LOCATIONS ARE APPROXIMATE Alluvium Alluvial Fan Qls qdi Landslide Quartz Diorite REGIONAL GEOLOGY MAP (DIBBLEE, 2008) TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA COUNTY OF RIVERSIDE, CALIFORNIA Project Number: 18186-01 By: TW/SBK Project Name: Hofmann / Travertine Date: 8/27/2021 Figure 3 NMG Qls Qw LEGEND LOCATIONS ARE APPROXIMATE Landslide Deposits Alluvial Wash Deposits Qyf gr Young Alluvial Fan Deposits Granitic and other Intrusive Crystalline Rocks of all ages REGIONAL GEOLOGY MAP (CGS, 2012) TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA COUNTY OF RIVERSIDE, CALIFORNIA Project Number: 18186-01 By: TW/SBK Project Name: Hofmann / Travertine Date: 8/27/2021 Figure 4 NMG E 0 co co co LL To C O cc In ID E2 0 r H m co (3 J (7 iY O coco 55 N 0 1 -0(2-0N • -* r: P 1- 4 0 ti 0 It N ••.a LfrrLE 5Ak 9ERNAR0Ih: Indo Hilt Parts Park ,-f 15 t, /4,-. L.,„1 j- S..rn.J.,:.inh Slat.: Parr. '[Iwi Id _: V,1, ASG‹). ► -� � Palm Springs Ague - C ahenfe . • !t, d Sant Fbaar8e�rr. Jec into AAounteins National Monu ntr t ,f Cathedral City PORCUPINE 1 1 .4 } 1 f . N JA p.rfriii M O U N.i4s r n, • t - COACHEIL -Q Palm Desert JFr - La Qtntll.� • WASH 1.'.41311'f411i-r We ed Ll CHIT Cahuilla eson, 'atIn k ;'- � 869 ' i'C �RK �� T W �f, d d Sea frit feat CREEP .01 Service Layer Credits: Sources: Esri, HERE, Garmin, Intermap, increment C rp! GEBC0; USGS, FAO, NPS, NRCAN, GeoBase,l diGN. ,Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China THo g Kong), -(c) OeetMap contributors, and the GISllser/ � /�I l Community ��: t alt, ��/ California +epartdent of Conservation: /\�- � Qp://data;cadoc.opendafa.arcgis.com%datesets/� ‹b70a766a60ad4c0688balidd4749'7dbad /0 13 Legend Faults Certain - —Approximately Located Concealed Recency of Movement Q Historic D Holocene Q Late Quaternary Q Quaternary 0 4 8 N Miles 1 inch = 8 miles N REGIONAL FAULT MAP Base: California Geological Survey, Fault Activity Map of California, 2010 TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA RIVERSIDE COUNTY, CALIFORNIA Project Number: 18186-01 By: TW/SBK Project Name: Hofmann/Travertine Date: 8/27/2021 Figure 5 NMG L r Subject Site x x E O co co 00 y -2 N 2 U E 0 r H m 0 as J c3 11- 0 co 55 N CL le r "Service Layer Credits Source: Esri, Maxar, GeoEye, •E arthta sr.Geographics, ONES/Airbus DS7USDA, USGS, Ae oGRID, IGN, and -the GIS User. Community 1 ::;California Department of Conservation: http://data-cadoc.o ndatar g com/datasets/ Legend Liquefaction Susceptibility Very High Moderate High Low Very low 0 0.5 1 N Miles 1 inch = 1 miles SEISMIC HAZARD ZONES MAP Base: Riverside County General Plan TRAVERTINE RESIDENTIAL DEVELOPMENT CITY OF LA QUINTA RIVERSIDE COUNTY, CALIFORNIA Project Number: 18186-01 By: TW/SBK Project Name: Hofmann/Travertine Date: 8/27/2021 Figure 6 NMG Provide proper surface drainage (drain separate from subdrain) 1' to 2' Cover Retaining wall Waterproofing (optional) Weep Hole (optional) 3+^ Native backfill OPTION 1: AGGREGATE SYSTEM DRAIN • Clean sand vertical drain having sand equivalent of 30 or greater or other free -draining granular HT1'—P material Minimum 1 ft.3/ft. of 1/4 to 1 1/2" size gravel or crushed rock encased in approved Filter Fabric 4 -inch diameter perforated pipe with proper outlet. (See Notes below for alternate discharge system) Provide proper surface drainage (drain separate from subdrain) 1' Cover Retaining wall Weep Hole (optional) 3+" Native backfill Wrap filter fabric flap behind core Alternative: Class 2 permeable filter material (Per Caltrans specifications) may be used for vertical drain and around perforated pipe (without filter fabric) OPTION 2: COMPOSITE DRAINAGE SYSTEM Mirafi G100N, Contech C -Drain 15K, or equivalent drainage composite. Cut back of core to match size of weep hole. Do not cut fabric. 4 -inch diameter perforated pipe with proper outlet. Peel back the bottom fabric flap,place pipe next to core, wrap fabric around pipe and tuck behind core. (See Notes for alternate weep hole discharge system) NOTES: 1. PIPE TYPE SHOULD BE PVC OR ABS, SCHEDULE 40 OR SDR35 SATISFYING THE REQUIREMENTS OF ASTM TEST STANDARD D1527, D1785, D2751 , OR D3034. 2. FILTER FABRIC SHALL BE APPROVED PERMEABLE NON -WOVEN POLYESTER, NYLON, OR POLYPROPYLENE MATERIAL. 3. DRAIN PIPE SHOULD HAVE A GRADIENT OF 1 PERCENT MINIMUM. 4. WATERPROOFING MEMBRANE MAY BE REQUIRED FOR A SPECIFIC RETAINING WALL (SUCH AS A STUCCO OR BASEMENT WALL). 5. WEEP HOLES MAY BE PROVIDED FOR LOW RETAINING WALLS (LESS THAN 3 FEET IN HEIGHT) IN LIEU OF A VERTICAL DRAIN AND PIPE AND WHERE POTENTIAL WATER FROM BEHIND THE RETAINING WALL WILL NOT CREATE A NUISANCE WATER CONDITION. IF EXPOSURE IS NOT PERMITTED, A PROPER SUBDRAIN OUTLET SYSTEM SHOULD BE PROVIDED. 6. IF EXPOSURE IS PERMITTED, WEEP HOLES SHOULD BE 2 -INCH MINIMUM DIAMETER AND PROVIDED AT 25 -FOOT MAXIMUM SPACING ALONG WALL. WEEP HOLES SHOULD BE LOCATED 3+ INCHES ABOVE FINISHED GRADE. 7. SCREENING SUCH AS WITH A FILTER FABRIC SHOULD BE PROVIDED FOR WEEP HOLES/OPEN JOINTS TO PREVENT EARTH MATERIALS FROM ENTERING THE HOLES/JOINTS. 8. OPEN VERTICAL MASONRY JOINTS (I.E., OMIT MORTAR FROM JOINTS OF FIRST COURSE ABOVE FINISHED GRADE) AT 32 -INCH MAXIMUM INTERVALS MAY BE SUBSTITUTED FOR WEEP HOLES. 9 THE GEOTECHNICAL CONSULTANT MAY PROVIDE ADDITIONAL RECOMMENDATIONS FOR RETAINING WALLS DESIGNED FOR SELECT SAND BACKFILL. RETAINING WALL DRAINAGE DETAIL NMG Geotechnical, Inc.I FIGURE 7 3/05 RETAINING WALL DRAINAGE.ai APPENDIX A 18186-01 January 27, 2020 APPENDIX A REFERENCES Bock, C.G., 1977, Martinez Mountain Rock Avalanche, Geological Society of America - Reviews in Engineering Geology, Volume III. California Division of Mines and Geology, 1965, Geologic Map of Southern California, Santa Ana Sheet, Compilation by Rogers, T.H. California Geological Survey, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117, Originally Adopted March 13, 1997, Revised and Re -adopted September 11, 2008. California Geological Survey, 2010, Fault Activity Map of California and Adjacent Areas (Scale 1: 750,000), Geologic Data Map No. 6, Compiled and Interpreted by Charles W. Jennings and William A. Bryant. California Geological Survey, 2012, Preliminary Geologic Map of Quaternary Surficial Deposits in Southern California, Palm Springs 30'X60' Quadrangle, Special Report 217, Plate 24, by Lancaster, J.T., Hayhurst, C.A., and Bedrossian, T.L. California Geological Survey (CGS), 2018, Earthquake Fault Zones, A Guide for Government Agencies, Property Owners / Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Special Publication 42, Revised 2018. Christenson, G.E., and Purcell, C., 1985, Correlation and age of Quaternary alluvial -fan sequences, Basin and Range Province, Southwestern United States, Geological Society of America Special Paper 203. City of La Quinta, 2004, Ordinance No. 406, Chapter 8.80 (Grading) to M.C., Adopted May 4, 2004. City of La Quinta, 2006, Engineering Bulletin #06-16, Hydrology and Hydraulic Report Criteria for Storm Drain Systems, Revised Effective Data of October 3, 2020. City of La Quinta, 2013, City of La Quinta 2035 General Plan, Adopted February 19, 2013. Coachella Valley Water District, 2012, Coachella Valley Water Management Plan Update, Final Report, Dated January 2012. Coachella Valley Water District, 2018, Engineer's Report on Water Supply and Replenishment Assessment, 2018-2019, dated April 2018. Coachella Valley Water District, 2019, Engineer's Report on Water Supply and Replenishment Assessment, 2019-2020, dated April 2019. Construction Testing and Engineering, Inc., 2007, Geotechnical Assessment, Two Existing Drainage Basins, Avenue 62, West of Monroe, Riverside County, California, Job No. 40- 2251, dated July 23, 2007. Dibblee, T.W, 2008, Geologic Map of the Palm Desert & Coachella 15 Minute Quadrangles, Dibblee Geology Center Map #DF -373, March 2008. A-1 18186-01 August 27, 2021 APPENDIX A REFERENCES (CONTINUED) Earth Consultants International, 2010, Technical Background Report to the Safety Element of the La Quinta 2035 General Plan Update, Seismic Hazards, Geologic Hazards, Flooding Hazards, Dated June 2010, Revised September 7, 2010. Earth Systems Southwest, 2007a, Suitability of Borrow Site Soils for Fill of Proposed Madison and Jefferson Streets, Travertine Project, Between Avenues 60 and 64 West of Proposed Madison and Jefferson Streets, La Quinta, California, File No.: 11112-01, 07-05-764R, dated May 14, 2007, revised May 25, 2007. Earth Systems Southwest, 2007b, Geotechnical Engineering Report, Travertine Project, Proposed Madison Street Extension, La Quinta, California, File No.: 11112-02 07-06-706, dated September 12, 2007. Earth Systems Southwest, 2007c, Report of Infiltration Testing for Stormwater Retention, Proposed Travertine Project, Between Avenues 60 and 64, West of Madison Street, La Quinta, California, File No.: 11112-04, 07-09-773, dated September 24, 2007. Earth Systems Southwest, 2007d, Geotechnical Engineering Report, Proposed Travertine Project, Between Avenues 60 and 64, West of Madison Street, La Quinta, Riverside County, California, File No.: 11112-04, 07-11-804, dated November 21, 2007. Leighton and Associates, Inc., 2011, Geotechnical Evaluation Report, Soughing Pond Embankments, Thomas E. Levey Groundwater Replenishment Facility, 80800+ 62nd Avenue, La Quinta, California, Project No. 602953-001, dated January 10, 2011. MTGL Geotechnical Engineering Services, 2011, Siltation Investigation, Thomas E. Levy Groundwater Recharge Facility, Avenue 62 & Monroe Street, La Quinta, California, Project No. 1681-A36, dated June 3 and 11, 2011. Riverside County Flood Control and Water Conservation District, 2014, Whitewater River Region, Stormwater Quality Best Management Practice Design Handbook for Low Impact Development, dated Jun 2014. Riverside County, 2021, Riverside County Information Technology (RCIT), Riverside County GIS, Fault and Liquefaction Potential Maps, 2019, website address: https://gisl.countyofriverside.us/Html5Viewer/index.html?viewer=MMC_Public; Date Accessed: August 19, 2021. Rogers, T.H., 1965, Geologic Map of California, Santa Ana Sheet. Sladden Engineering, 2001, Geotechnical Investigation, CVWD Dike No. 4 Flood Control Levee, Avenue 60 to Avenue 65 - Dike No. 4, West of the Trilogy at La Quinta, La Quinta Area of Riverside County, California, Project No.: 544-1211, 01-10-507, dated October 11, 2001. Sladden Engineering, 2002, Infiltration Testing for Stormwater Retention, CVWD Dike No. 4 Flood Control Levee, West of Trilogy at La Quinta Project Site, La Quinta Area of Riverside County, California, Project No.: 544-1211, 02-03-168, dated March 14, 2002. 210827 update report A-2 18186-01 August 27, 2021 APPENDIX A REFERENCES (CONTINUED) Sladden Engineering, 2005a, Geotechnical Investigation, Residential Subdivision - Green Property, SWC Quarry Ranch Road and Jefferson Street, Project No.: 544-4769, 05-01- 075, dated January 26, 2005. Sladden Engineering, 2005b, Geotechnical Addendum, Proposed Madison Street Extension, Madison Street South of Avenue 60, La Quinta, California, Project No.: 544-5301, 05- 04-401, dated April 12, 2005. Sladden Engineering, 2006, 176 Lot Residential Subdivision - Coral Canyon, SWC Quarry Ranch Road and Jefferson Street, La Quinta, California, Project No. 544-4769, dated May 12, 2006. Sladden Engineering, 2007, Response to City of La Quinta Review Comments, Coral Canyon - TTM 33444, SWC Quarry Ranch Road and Jefferson Street, La Quinta, California, Project No. 544-4769, dated November 29, 2007. Sladden Engineering, Supplemental Field Investigation and Percolation Testing, Coral Canyon Tract 33444, SWC Quarry Ranch Road and Jefferson Street, La Quinta, California, Project No. 544-4769, dated November 30, 2007. Sladden Engineering, 2008, Response to City of La Quinta Review Comments, Coral Canyon, TTM 33444, SWC Quarry Ranch Road and Jefferson Street, La Quinta, California, Project No. 544-4769, dated May 6, 2008. Sladden Engineering, 2011, Geotechnical Update Report for Proposed Jefferson Street Extension Project, South of Avenue 58, Adjacent to Tentative Tract 33444, La Quinta, Project No. 544-4769, dated November 17, 2011. Stantec Consulting, Inc., 2009, Coachella Valley Water District Dike No. 4 Groundwater Recharge Facility - Basins, Record Drawing Plan Set, 37 Sheets, dated October 1, 2009. Structural Engineers Association/Office of Statewide Health Planning and Development, 2020, U.S. Seismic Design Maps, web site address: https://seismicmaps.org/ ; Date Accessed: January 7, 2020. URS Corporation, 2002, Draft Report, Geotechnical Investigation Proposed Dike No. 4 Recharge Facility, Riverside County, California, File: 0643.5212, dated January 15, 2002. U.S. Department of Agriculture, 2020, Web Soil Survey, web site address: https://websoilsurvey.nrcs.usda.gov/app/ ; Date Accessed: January 7, 2020. U.S. Federal Emergency Management Agency, 2017, Flood County, California and Incorporated Areas, Panel 06065C2900H, Revised April 19, 2017. U.S. Federal Emergency Management Agency, 2018, Flood County, California and Incorporated Areas, Panel 06065C2925H, Revised March 6, 2018. 210827 update report A-3 Insurance Rate Map, Riverside 2900 of 3805, Map Number Insurance Rate Map, Riverside 2925 of 3805, Map Number 18186-01 August 27, 2021 APPENDIX A REFERENCES (CONTINUED) U.S. Geological Survey, 2014, Land Subsidence, Groundwater Levels, and Geology in the Coachella Valley, California, 1993-2010, Scientific Investigations Report 2014-5075. U.S. Geological Survey, 2020, Unified Hazard Tool, NSHM 2014 Dynamic Deaggregation Program; web site address: https://earthquake.usgs.gov/hazards/interactive/; Date Accessed: January 7, 2020. AERIAL PHOTOGRAPHS REVEIWED Date Flight Photos Scale Source 2/15/49 AXM-1F 20, 21, 22 1"=1,667' Continental Aerial 9/20/53 AXM-3K 146, 147 UCSB 11/10/59 AXM-10W 170, 171 UCSB 2/15/77 RW 8 6, 7, 8 Continental Aerial 8/5/98 C-122-48 7, 8, 9 1"=2,000' Continental Aerial 8/5/98 C-122-49 57, 58, 59, 60 1"=2,000' Continental Aerial 5/28/02 NAPP 12478 116 UCSB 210827 update report A-4 18186-01 August 27, 2021 APPENDIX A DEFINITIONS Active (Fault): A fault that is likely to have another earthquake sometime in the future. Faults are commonly considered active if they have moved one or more times in the last 11,700 years. Alluvial Fan: A conical, depositional landform found along mountain fronts of arid and semiarid regions. Artificial Fill: Earth material used to fill in a depression or hole, create mounds or otherwise man- made fills to change natural grades. Backcut: An inclined temporary excavation associated with the construction of a stabilization fill key. A backcut typically begins at the top of a natural and/or design slope and extends down to the toe of slope, terminating at the back of design keyway. Bedrock: Relatively hard, solid rock that commonly underlies soft rock, sediment, or soil. May also be exposed at the earth's surface, known as an outcrop. Blow Count: Number of blows by a 140 -pound hammer, free -falling a distance of 30 inches, required to drive a sampler 12 inches into the ground. Also, a measure of soil resistance to penetration. Boring: A circular excavation utilizing revolving tooling. Boulder: A rock or rock fragment with size greater than 12 inches (considered oversize material for use in this report). Braided Channel: A stream/channel consisting of numerous intertwining channels. Cenozoic: A time span on the geologic time scale beginning about 66 million years ago, following the Mesozoic era. Cobble: A rock or rock fragment with size larger than 2.5 inches and up to boulder size. Desert Pavement: A layer of coarse pebbles and cobbles created by the removal of finer material through wind erosion. Desert Varnish: An orange to black coating found on rock surfaces exposed to the sun in arid environments. The varnish collects on the exposed surface rocks over time and indicates relatively older alluvial deposits. Erosion: The processes of weathering and transport of sediment. The process of abrasion or wearing away by wind, water, or other natural agents. Expansion Potential: A measure to define the severity of risk of soil or sedimentary rock movement to foundation/slab due to shrink or swell. Expansive soils typically swell when wet or shrink when dry. Fault: A fracture or discontinuity within blocks of the earth's crust on which displacement or movement on either side has occurred relative to one another. 210827 update report A-5 18186-01 August 27, 2021 Fault -Rupture Hazard Zone: A regulatory zone surrounding the surface traces of active faults. Wherever an active fault exists that has potential for surface rupture, a structure for human occupancy cannot be placed over the fault and must be set back a minimum distance from the fault. Front Cut: An inclined temporary excavation associated with the construction of a stabilization fill key. A front cut typically begins near the toe of the design slope and extends down to the front of the design key. Similar to a backcut but occurs on the toe side of a slope. fps: Feet per second is a unit/measurement of both speed and velocity. Geomorphology: The study of the character and origin of landforms, such as mountains, valleys, etc., on the surface of the earth. Geophysical Survey: Surveys using various earth sensing instrumentation to collect data below the earth's surface. Granitic Bedrock: Crystalline bedrock that largely consists of light-colored silicates (quartz) and feldspars; an intrusive igneous rock. Groundwater Basin: An area or region underlain by permeable earth materials capable of furnishing a supply of groundwater to wells. Hollow -Stem Auger: An auger -type drill rig typically used during geotechnical explorations and groundwater monitoring well construction. Auger flights consist of a hollow stem that acts as a temporary casing, allowing for collection of samples through the stem or for setting a groundwater monitoring device. Hydraulic Conductivity: A factor relating to groundwater flow; it is a coefficient that takes into account the permeability of soil and viscosity of a fluid (water). Inactive (Fault): California Geological Survey (CGS) indicates that a fault may be presumed seismically inactive (or pre -Holocene) if it does not break Holocene -age formations. CGS also suggests a fault that lacks evidence for surface displacement within Holocene time (the past 11,700 years) should not necessarily be considered inactive. Infiltration Rate: Calculated rate from the percolation test results, usually in accordance with an agency's technical guidance document. ksf: Kips per square foot is a unit/measurement of pressure. A kip is a unit of force (1,000 -pound force) used by engineers to measure loads. Liquefaction: A process by which saturated sediments (i.e., alluvium, alluvial fan) temporarily lose strength and act as a fluid. This effect can be caused by earthquake shaking in saturated, unconsolidated, sandy alluvium. Mass Movement: Also called mass wasting, is the downslope movement of rock or soil under the direct influence of gravity. Mesozoic: A time span on the geologic time scale — from between approximately 252 to 66 million years ago. Metamorphic (rock): Rock formed by the alteration of preexisting rock deep within the earth (remaining in solid state) by heat, pressure, and/or chemically active fluids. 210827 update report A-6 18186-01 August 27, 2021 Moment Magnitude (Mw): Magnitude characterizes the relative size of an earthquake based on measurement of the maximum motion recorded by a seismograph. This measures earthquake magnitude based on the total energy released by an earthquake. The Moment Magnitude scale, based on the concept of seismic moment, is uniformly applicable to all sizes of earthquakes but is more difficult to compute than other types. Overexcavation: Soil or bedrock excavated below finish -grade elevations in design cut areas. Percolation Testing: A field test used to determine the soil -water absorption rate to assist in the design of septic drain field or stormwater infiltration devices. Testing involves measurement of known water volume dissipation over time. pcf: Pounds per cubic foot is a measurement of the density of materials. Primary Ground Rupture: Offset of the ground surface associated with a main/major fault when earthquake rupture occurs along the fault. Primary Wave (P-wave): The fastest seismic wave in the earth, which travel by compression and expansion ("push-pull") of the medium. Quaternary: The latest period of geologic time up to and including the present. The Quaternary includes the Pleistocene and Holocene Epochs, and ranges from approximately 2.58 million years ago to the present. Refraction (Geophysics): A geophysical survey that uses seismographs and geophones on the ground surface to record seismic waves through layers of rock/soil in order to characterize the subsurface geology. Remedial Removal: Grading necessary to remove and/or mitigate unsuitable soils prior to placement of compacted fill and/or construction of foundations or structures. Rockslide: The rapid slide of a mass of rock downslope along planes of weakness. Seiche: The sloshing of a closed body of water (i.e., lakes, ponds, reservoirs) from earthquake shaking. Seismic Line: A series of geophones on the ground surface used to collect geophysical data. Slope Stability Analysis: The mathematical measure of the relative factor -of -safety against both global and surficial failure of slope material. Global failure involves either rotational or translational failure along planes/surfaces of weakness. Surficial failure includes the outer surface of the slope soil (generally 3 to 4 feet measured perpendicular to slope face) that may be affected by erosion, weathering, and gravity. Stabilization Fill Key/Keyway: A design excavation into competent material at the toe of slope, in which compacted fill is placed to resist lateral pressure and replace slope materials with uniform compacted fill. Subsidence: Down -warping or settlement of an area of the earth's surface. Regional subsidence can occur due to oil and/or groundwater withdrawal. 210827 update report A-7 18186-01 August 27, 2021 Test Pit/Trench: A mechanical excavation (backhoe, excavator) used to conduct subsurface geotechnical exploration. Typically consists of an open -pit or trench used for geologic/geotechnical evaluation and sample collection. Tsunami: A great sea wave produced especially by a submarine earth movement, earthquake, or volcanic eruption. USCS: Unified Soil Classification System is a system used in engineering and geology to describe the texture and grain -size of soil and is represented by a two -letter symbol (i.e. CL, ML, SC, etc.). 210827 update report A-8 APPENDIX B BORING LOGS BY NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/9/21 Bogged ZKH H-1 Sheet 1 of 2 Drilling 2R Drilling, Inc. Company Drill Bit 10" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 40.0 Drilled (ft) Comments Approximate Ground 45.0 msl Surface Elevation (ft) o co w -40 -30 20 ^ -cQ p SAMPLES 0 0 v cq m MATERIAL DESCRIPTION a) i s 5 • 0 2O 0 w aa) oO OTHER TESTS and REMARKS >, D H Z 3 0 O m n 0 5- 10- 15- 20- D-1 B-1 D-2 D-3 D-4 SPT-1 D-5 30 40 41 45 32 40 :::SW-SM �SM >SW-SM Young Alluvial Fan Deposits (Qyf) @ 5': Gray fine to coarse SAND with silt, damp, medium dense, highly friable, trace fine gravel. - @ 10': Gray fine to coarse SAND with silt, damp, medium dense, highly friable, trace fine gravel, some gravel in upper rings. - @ 15': Gray silty fine to coarse SAND, damp, dense, friable, slighly more silt than above. @ 20': Gray silty fine to coarse SAND, damp, dense, friable. _ @ 21.5': Brownish gray silty fine to coarse SAND, damp, dense, _ rock in tip. @ 23': Gray fine to coarse SAND with silt, damp, very dense, _ friable, trace to few fine to coarse gravel. _ @ 24.5': Grayish brown fine to coarse SAND with silt, damp, dense, friable. 1.3 1.1 1.7 1.3 1.4 0.9 1.9 119.1 115.3 116.4 B-1 @ 5-10' GS 25 LOG OF BORING Hofmann / La Quinta -Travertine/////////j La Quinta, CA PROJECT NO. 18186-01 PEM NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Hofmann / La Quinta - Travertine La Quinta, CA H-1 Sheet 2 of 2 o ^ M o SAMPLES 0 0 v D MATERIAL DESCRIPTION o a o o 2O 0 w CiO OTHER TESTS and REMARKS Q T F- Z 3 0 o m Q -20 25 SPT -2 21 o>oSW-SM @ 26': Gray fine to coarse SAND with silt, damp, medium dense, 2.5 D-6 30 friable, trace rootlets, trace to few fine to coarse gravel. _ @ 27.5': Gray fine to coarse SAND with silt, damp, dense, friable. _ 1.1 !SPT -3 15 @ 29': Gray fine to coarse SAND with silt, damp, dense, rootlets 2.1 123.9 30- D-7 50 - concentrated in silty lenses, trace to few fine to coarse gravel. - _ @ 30.5': Gray fine to coarse SAND with silt, damp, dense, friable. _ 1.8 GS !SPT -4 32 @ 32': Gray fine to coarse SAND with silt, damp, dense, friable. 1.4 D-8 70 @ 33.5': Gray fine to coarse SAND with silt, damp, dense, friable. 2.0 !SPT -5 22 -10 35- @ 35': Gray fine to coarse SAND with silt, damp, dense, friable, 1.8 GS D-9 57 trace to few fine to coarse gravel. T SPT -6 32 . @ 36.5': Gray fine to coarse SAND with silt, damp, dense, friable, _ trace gravel. 1.6 @ 38': Gray fine to coarse SAND with silt, damp, dense, highly 1.2 SB -1 @ 38'-39' D-10 85 friable, trace to few fine to coarse gravel. No ring sample recovery. SB -1 40 Notes: Total Depth: 40 Feet. " No Groundwater Encountered. Backfilled with Cuttings and Tamped. -0 45- - - 50- - - --10 55 LOG OF BORING Hofmann / La Quinta - Travertine NM La Quinta, CA %//////////// PROJECT NO. 18186-01 NMG Template: HOLLOW STEM; Prj ID: 18186-01.GPJ; Printed: 8/30/21 Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/10/21 Bogged ZKH H-2 Sheet 1 of 2 Drilling 2R Drilling, Inc. Company Drill Bit 10„ Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 40.0 Drilled (ft) Comments Approximate Ground 50.0 msl Surface Elevation (ft) o > w 50 -40 -30 ^ 1 SAMPLES 0 c 6 S MATERIAL DESCRIPTION a) . D a 5 0 20 4-1- ._ � aa) 0o OTHER TESTS and REMARKS Q E H Z cn o o m n 0 - 5 10- 15- 20- _ D-1 D-2 B-1 D-3 24 43 40 50 24 43 31 60 'eeeSW/GM Beeve %:°:°:° eae° 4.6.°:64:.° e8ee °°(/:°5 °ge°P°e me e°a°e 44 7:4;::::. eBe°®°e C°:4:4.4: e°s e ° -B�°— > SW Young Alluvial Fan Deposits (Qyf) @ 5': Gray fine to coarse SAND/GRAVEL, damp, medium dense, highly friable. - @ 7.5': Driller noted gravel. - - - @ 10': Gray fine to coarse SAND, damp, dense, highly friable. @ 15': Gray fine to coarse SAND, damp, dense, highly friable. @ 17': Gray fine to coarse SAND, damp, dense, highly friable. _ @ 18.5': Gray fine to coarse SAND, damp, dense, highly friable, _ trace to few gravel. @ 20': Gray fine to coarse SAND, damp, dense, highly friable, some lenses of cleaner sand. _ @ 21.5': Gray fine to coarse SAND, damp, dense, highly friable. _ @ 23': Gray fine to coarse SAND, damp, dense, highly friable, trace to few gravel. @ 24.5': Gray fine to coarse SAND, damp, dense, highly friable, trace gravel. 0.5 0.5 0.7 0.6 0.6 0.7 0.7 1.0 0.8 GS D-4 I SPT -1 D-5 !SPT -2 D-6 r 25 LOG OF BORING Hofmann / La Quinta -Travertine/////////j La Quinta, CA PROJECT NO. 18186-01 PPM NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Hofmann / La Quinta - Travertine La Quinta, CA H-2 Sheet 2 of 2 o ^ m m w o SAMPLES 0 o C0 v D MATERIAL DESCRIPTION o a o o 2O 0 Q � aai CiO OTHER TESTS and REMARKS Q E T F— Z 3 0 oCD m Q 25 SPT-3 48 SW @ 26': Gray fine to coarse SAND, damp, dense, highly friable, trace 0.9 D-7 82/9" gravel, rock in tip. . @ 27': No Recovery, rock. !SPT-4 50/1" @ 29': Gray fine to coarse SAND, damp, very dense, highly friable. 0.5 GS -20 30- D-8 89 - - !SPT-5 28 _ @ 30.5': Gray fine to coarse SAND, damp, very dense, highly _ friable. 0.8 @ 32': Gray fine to coarse SAND, damp, very dense, some fine 0.8 117.5 CN D-9 70 gravel, highly friable. !SPT-6 27 _ @ 33.5': Gray fine SAND, damp, dense, friable, more silt than _ above. 0.8 35- @ 35': Gray fine to coarse SAND, damp, very dense, trace to few 1.0 D-10 58 gravel. T SPT-7 28 . @ 36.5': Gray fine to coarse SAND, damp, very dense, friable, _ trace fine gravel. 0.8 @ 38': Gray fine to coarse SAND, damp, very dense, friable, trace 1.0 D-11 55 fine gravel. -10 40 Notes: Total Depth: 40 Feet. - No Groundwater Encountered. Backfilled with Cuttings and Tamped. 45- - - -0 50- - - 55 LOG OF BORING Hofmann / La Quinta - Travertine NM La Quinta, CA %//////////// PROJECT NO. 18186-01 NMG Template: HOLLOW STEM; Prj ID: 18186-01.GPJ; Printed: 8/30/21 Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/9/21 Bogged ZKH P-1 Sheet 1 of 1 Drilling 2R Drilling, Inc. Company Drill Bit 8" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 23.0 Drilled (ft) Comments Approximate Ground 45.0 msl Surface Elevation (ft) o ^ CO m w p SAMPLES 0 0 cU/) m MATERIAL DESCRIPTION a a • 0 5 2O 0 w � aa) loci OTHER TESTS and REMARKS Q E >, D H Z o o m n 0 . -40 5- 10- -30 15- 20- -20 25- - D-1 D-2 D-3 D-4 D-5 42 26 36 50/6" 64 • e SW — °>SW-SM Surface: Access Road. . Young Alluvial Fan Deposits (Qyf) @ 5': Gray fine to coarse SAND, damp, dense, friable, trace to few - gravel. _ - @ 10': Gray fine to coarse SAND with silt, damp, medium dense, . friable. . @ 15': Gray fine to coarse SAND with silt, damp, dense, friable, _ trace gravel, upper rings have olive brown silty sand. _ - @ 20': No ring sample recovery. _ _ @ 21.5': Olive gray fine to coarse SAND with silt, damp, very _ dense, interlayered silt lenses. 1.2 3.8 7.3 3.7 120.5 112.5 112.3 118.3 B-1 @ 0-5' GS CN Notes: - Total Depth: 23 Feet. _ No Groundwater Encountered. - 2-inch Diameter Slotted Well Pipe Installed. - Annular Space Backfilled with #3 Sand. - Percolation Testing Conducted on 8/10/21. - 30 LOG OF BORING Hofmann / La Quinta -Travertine/////////j La Quinta, CA PROJECT NO. 18186-01 PEM NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/9/21 Bogged ZKH P-2 Sheet 1 of 1 Drilling 2R Drilling, Inc. Company Drill Bit 8" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 24.0 Drilled (ft) Comments Approximate Ground 43.0 msl Surface Elevation (ft) o ^ c > w 1 SAMPLES 0 0 cU i) D MATERIAL DESCRIPTION • i s 5 0 2O 0 w aa) loci OTHER TESTS and REMARKS 45 Q >, D H Z o o m n 0 . -40 5 10- -30 15- 20- -20 25- D-1 ' D-2 D-3 D-4 D-5 56 46 31 46 77 SP Surface: Access Road. . Young Alluvial Fan Deposits (Qyf) - - © 5': Gray fine to coarse SAND, damp, very dense, highly friable, - trace to few fine to coarse gravel. _ L @ 10': No ring sample recovery. _ - - - © 15': Gray fine to coarse SAND, damp, medium dense, highly - friable, trace to few fine to coarse gravel. _ @ 20': Gray fine to coarse SAND, damp, dense, highly friable, . trace to few fine to coarse gravel. . @ 22.5': Gray fine to coarse SAND, damp, medium dense, highly friable, some fine to coarse subangular gravel. 1.1 1.6 1.4 1.9 120.6 B-1 @ 0-5' GS - - Notes: _ Total Depth: 24 Feet. No Groundwater Encountered. . 2 -inch Diameter Slotted Well Pipe Installed. Annular Space Backfilled with #3 Sand. - Percolation Testing Conducted on 8/10/21. 30 LOG OF BORING Hofmann / La Quinta -Travertine/////////j La Quinta, CA PROJECT NO. 18186-01 PEM NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/10/21 Bogged ZKH P-3 Sheet 1 of 1 Drilling 2R Drilling, Inc. Company Drill Bit 8" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 20.0 Drilled (ft) Comments Approximate Ground 46.0 msl Surface Elevation (ft) o ^ SAMPLES 0 a) . az- OTHER TESTS > o MATERIAL DESCRIPTION r a w and w p Q >, D H Z o m n 0 (U/) m • 0 5 2O aa) oO REMARKS 0 e SW Young Alluvial Fan Deposits (Qyf) B-1 @ 0-5' 5@ 5': Gray fine to coarse SAND, damp, medium dense, friable, 0.8 -40 D-1 18 - trace fine gravel. _ 10-@ 10': Gray fine to coarse SAND, damp, medium dense, friable, 1.1 D-2 20 _ trace fine gravel. . _ @ 13.5': Gray fine to coarse SAND, damp, dense, friable, trace fine _ 0.8 D-3 45 gravel. 15- © 15': Gray fine to coarse SAND, damp, medium dense, friable, 0.9 -30 D-4 44 - trace fine gravel. _ © 16.5': Gray fine to coarse SAND, damp, medium dense, friable, . 0.7 GS D-5 37 trace fine gravel. @ 18.5': Gray fine to coarse SAND, damp, medium dense, friable, 0.7 ' D-6 31 trace fine gravel. 20- Notes: _ Total Depth: 20 Feet. No Groundwater Encountered. . 2-inch Diameter Slotted Well Pipe Installed in Bottom 10 Feet. Annular Space Backfilled with #3 Sand. - Percolation Testing Conducted on 8/12/21. 25- - - -20 - 30 LOG OF BORING PEM Hofmann / La Quinta -Travertine/////////j La Quinta, CA NMG PROJECT NO. 18186-01 Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/10/21 Bogged ZKH P-4 Sheet 1 of 1 Drilling 2R Drilling, Inc. Company Drill Bit 8" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth 25.0 Drilled (ft) Comments Approximate Ground 55.0 msl Surface Elevation (ft) o w -50 -40 -30 ^ 1 m SAMPLES 0 0 cn 0 MATERIAL DESCRIPTION cu - a 5 0 20 41- Q aa) 00 OTHER TESTS and REMARKS Q E >, D H Z cn o o m n 0 5- 10-@ 15- 20- D-1 D-2 D-3 ' D-4 D-5 D-6 29 28 48 39 46 44 e 0° 0O °°sW-GW °° 8o060° 0000 °8°X° °°� >f>°�° > 8°° SW SW Young Alluvial Fan Deposits (Qyf) @ 5': Gray fine to coarse SAND, damp, medium dense, highly - friable. _ 10': Gray fine to coarse SAND, damp, medium dense, highly _ friable. © 15': Gray fine to coarse SAND/GRAVEL, damp, medium dense, - highly friable. @ 20': No ring sample recovery. @ 22': Gray fine to coarse SAND, damp, dense, highly friable. _ @ 23.5': Gray fine to coarse SAND, damp, dense, highly friable. - 0.8 0.8 1.0 0.7 0.7 B-1 @ 0-5' 25 Notes: _ Total Depth: 25 Feet. _ No Groundwater Encountered. . 2 -inch Diameter Slotted Well Pipe Installed. Annular Space Backfilled with #3 Sand. - Percolation Testing Conducted on 8/12/21. - 30 LOG OF BORING Hofmann / La Quinta -Travertine/////////j La Quinta, CA PROJECT NO. 18186-01 PEM NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Drilled) 8/10/21 LoggedoZKH P-5 Sheet 1 of 2 Drilling 2R Drilling, Inc. Company Drill Bit 8" Size/Type Drill Rig CME75 Hollow Stem Type Hammer 140 lbs. @ 30 inch drop Data Sampling Modified California, Bulk Method(s) Approximate Groundwater Depth: No Groundwater Encountered. Total Depth Drilled (ft) 30.0 Comments Approximate Ground Surface Elevation (ft) 60.0 msl o > w -60 -50 -40 Q p SAMPLES 0 J Q `0 (0 u) c D MATERIAL DESCRIPTION z • a o o 2O 4-1- 0_(-) -- 5 00 OTHER TESTS and REMARKS N T D H Z U oo o 45 m a 0 5—@ 10—e, 15— 20—i-00. D-1 B-1 D-2 I D-3 D-4 27 50/6" 45 80 < e °— °oW/GW °°°°°°° ae> taem va<e °b<°t :1:4°: '44:4'5 ° 7°;°:',... C° °°6,...0.° - . ° ° ° SW SW Young Alluvial Fan Deposits (Qyf) 5': Gray fine to coarse SAND, damp, medium dense, highly friable, trace fine gravel. • @ 10': Gray fine to coarse SAND/GRAVEL, damp, very dense, highly friable. - @ 10'-15': Driller noted gravel. @ 15': No ring sample recovery. - — @ 20': Gray fine to coarse SAND, damp, very dense, highly friable, trace fine gravel. 0.7 0.7 0.5 25 LOG OF BORING Hofmann / La Quinta - Travertine La Quinta, CA PROJECT NO. 18186-01 ____ /jj/jjjj/jj NMG Data Template Report: HOLLOW STEM; Project: 18186-01.GPJ Hofmann / La Quinta - Travertine La Quinta, CA P-5 Sheet 2 of 2 o ^ m m I 1 SAMPLES 0 t 0 v D MATERIAL DESCRIPTION o cu _ 7 a o o 2U 0 •Q w La) Ci0 OTHER TESTS and REMARKS Q E >.• F- Z 3 0 o o DO 25 SW @ 25': Gray fine to coarse SAND, damp, very dense, friable. 0.3 120.7 D-5 55 - @ 27': Gray fine to coarse SAND, damp, very dense, friable. 0.7 GS D-6 51 @ 28.5': Gray fine to coarse SAND, damp, very dense, friable.- 0.6 D-7 72 -30 30 Notes: Total Depth: 30 Feet. - No Groundwater Encountered. 2 -inch Diameter Slotted Well Pipe Installed in Bottom 10 Feet. - Annular Space Backfilled with #3 Sand. - Percolation Testing Conducted on 8/12/21. 35- - - -20 40- - - 45- - - -10 50- - - 55 LOG OF BORING Hofmann / La Quinta - Travertine NM La Quinta, CA %//////////// PROJECT NO. 18186-01 NMG Template: HOLLOW STEM; Prj ID: 18186-01.GPJ; Printed: 8/30/21 BORING AND TEST PIT LOGS BY OTHERS BORINGS BY SLADDEN (2001) Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-23-01 Boring No. 1 Job No.: 544-1211 a `' Qct o C ° as DESCRIPTION C) �¢ H zn° q �� ° a . a 4 E a0 REMARKS o i 5 !I 50-5" Sandy Silt: Brown, very sandy ML 105 3.6 --- 52% passing #200 1 io 15 x50-5" • 50-5" Silty Sand: Brown, very silty, fine to coarse grained, clayey " �� SM �� --- 114 2.6 3.6 --- 87 32% passing #200 34% passing #200 20 25 37/50-3" 18/50-5" SandySilt: Brown, clayey with coarse grained sand �� ML113 95 8.7 7.5 --- 56% passing #200 56% passing #200 Native 30 50-6" Silty Sand: Brown, very silty, fine to coarse grained, clayey SMo 109 5.3 31 /o passing #200 35 OM 38/50-5" Silty Sand: Brown, fine to coarse grained, slightly clayey SM 108 4.2 --- 28% passing #200 40 1 1 ,18/50-6" Silty Sand: Brown, very silty, fine to coarse grained, clayey SM 111 7.0 85 35% passing #200 Recovered Sample Total Depth = 41.5' No Bedrock 45 Disturbed Sample No Groundwater 50 - 55 Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-23-01 Boring No. 2 Job No.: 544-1211 Qom- o U Pcl DESCRIPTION o c +s �� 4 ° U REMARKS o _ {1 - it J ii 50-6" 50-4" 26/50-6" 30/50-6" 29/35/50 21/25/50 22/25/30 Silty Sand: Brown, fine to coarse grained SM 111 1.5 22% passing 4200 10 r I J _ Silty Sand: Brown, very silty, fine to coarse grained, clayey SM 118 4.7 90 35% passing 4200 15 20 Silty Sand: Brown, fine to coarse grained, slightly clayey SM 112 117 3.0 2.6 87 25% passing #200 18% passing #200 25 30 , y - SiltySand: Brown, very silty,SM fine to coarse grained, clayey 113 111 3.1 3.6 --- --- 32% passing 4200 28% passing 4200 - 35.29/50-5" r ,1 Silty Sand: Brown, fine to medium grained, slightly clayey SM 111 3.1 --- 20% passing #200 40 I - U, Hfine Silty Sand: Brown, very silty, to coarse grained, clayey SM 112 5.2 35% passing #200 45 50 55 Recovered Sample Total Depth = 41.5' No Bedrock No Groundwater Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-24-01 Boring- No. 3 Job No.: 544-1211 ,-.0 a) w o c/� a c as DESCRIPTION › E -i+, o c i Q ,S o a> o ct a P. x oa) U REMARKS 0 - J �� Silty Sand: Brown, fine to coarse grained SM 5 '- 31/50-5" 122 3.6 --- 24% passing #200 - i� 10 .36/50-5" 129 3.1 96 17% passing #200 - F� 15 20/50-5" Silty Sand: Brown, fine to coarse grained, slightly clayey SM 125 5.8 --- 32% passing 4200 L 20 f x22/40/43 120 4.2 --- 24% passing 4200 - L 25 , 14/21/28 4.7 --- 31% passing 4200 7/19/32 30 - SiltySand: Brown, verysilty, ty, fine to coarse grained, clayey SM 117 4.2 --- 23% passing 4200 30 T 15/25/30 " --- 5.3 --- 38% passing 4200 L. _ L - 40 12/20/22 Silty Sand: Brown, fine to coarse grained SM 110 1.5 82 o 15 /o passing #200 - Boulder Refusal @ 43' 45 Recovered Sample No Bedrock No Groundwater 1 Standard Penetration Sample 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-23-01 Boring No. 4 Job No.: 544-1211 �U 0 C o P DESCRIPTION .v i � �Q . 0 o ( j REMARKS o - 5 H my J 18/50-6" Silty Sand: Brown, fine to coarse grained, slightly clayey SM 117 3.6 --- 26% passing 4200 _o L - 12/20/25 --- 4.2 --- 28% passing 4200 1524/50-6" - - 1 i Silty Sand: Brown, fine to coarse grained, clayey SM 112 5.8 --- 26% passing 4200 20 C _ 4T 24/31/40 --- 4.2 --- 22% passing #200 25 - 1 _ L 50-6" Silty Sand: Brown, fine to coarse grained, slightly clayey SM 118 2.6 88 15 /o passing #200 r, 30 _ IF 12/14/24 Silty Sand: Brown, very silty, SM --- 4.2 --- 31% passing 4200 35 40 _ r _Ii ' IF 10/10/30 13/15/15 fine to coarse grained, clayey ,, ,,--- 120 4.7 5.8 92 --- 35% passing 4200 37% passing #200 45 Sand: Brown, slightly silty, fine to coarse SP/SM - _ x, 26/36/50kith grained 1.5 --- 15% passing 4200 gravel 50 - _ - 55 " X Recovered Sample Standard Penetration Sample Disturbed Sample Total Depth = 46.5' No Bedrock No Groundwater Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-23-01 Boring No. 5 Job No.: 544-1211 0 E 0 U 0 DESCRIPTION 0 CO CO 0 REMARKS o 5 q 1 i! l Mil I' 113/16/25 Silty Sand: Brown, fine to coarse grained, slightly clayey SM 4.2 --- 28% passing #200 /-, 1, Scattered gravel 10 '1_1 24/50-5" Silty Sand: Brown, fine to coarse grained, clayey SM 123 4.7 24% passing #200 15 T 18/23/33 Silty Sand: Brown, fine to SM 4.2 --- 18% passing #200 coarse grained, slightly clayey Scattered gravel 20 23/31/50 Silty Sand: Brown, very silty, fine to coarse grained, clayey SM 118 7.5 --- 27% passing #200 Trace gravel 25 - i 12/19/31 �� --- 5.3 --- 29% passing #200 30 35 " 4 26/50-6" 1 � 13/13/13 116 6.4 4.2 --- --- Trace gravel 29% passing #200 Trace gravel 30% passing #200 �1 40 11i 1�� i 20/27/30 Silty Sand: Brown, fine to coarse grained, clayey SM 112 4.2 --- 23% passing #200 45 Recovered Sample "Standard Penetration Total Depth = 41.5' No Bedrock No Groundwater 50 55 Sample Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-24-01 Boring No. 6 Job No.: 544-1211 `. o Ci) U G4 DESCRIPTION ri1 �J¢ o c a) o os U REMARKS o _ - 5 != -i j -41/50-5" 1 Silty Sand: Brown, fine to coarse grained, slightly clayey SM 122 3.0 --- 28% passing #200 r 10 1 125/28/36 Silty Sand: Brown, fine to coarse grained, clayey SM --- 0.5 --- 26% passing #200 15 _ 1 i I 50/50-4" Silty Sand: Brown, fine to coarse grained, slightly clayey SM 129 4.5 --- 27 /o passing #200 20 25 i 125/28/28 .43/50-5" Silty Sand: Brown, very silty, fine to coarse grained, clayey SM 112 2.5 5.0 --- 36% o passing #200 40% passing #200 30 12/15/21 Clayey Sand: Reddish brown, fine SC 7.0 --- 45% passing #200 35 40 1 7114/18/25 30/30/40 to coarse grained, silty " " 129 --- 8.0 8.1 --- --- 49% passing #200 33% passing #200 45 25/30/33 Silty Sand: Brown fine to coarse grained SM 118 5.2 --- 20% passing #200 Recovered Sample Total Depth = 46.5' No Bedrock 50 I I Standard Penetration No Groundwater 55 Sample Note: The stratification lines represent the approximate boundaries between the soil types; the transitions may be gradual. Trilogy at La Quinta - Flood Control Levee La Quinta Area / Riverside County, California Date: 8-24-01 Boring No. 10 Job No.: 544-1211 o Pt.--, o c) 0 a; DESCRIPTION U) q � J¢ 4 o 0 c 0 gli o o U REMARKS o - - Silty Sand: Brown, fine to coarse grained SM 5 X - 21/22/30 0.5 --- 13% passing #200 1031/50-5" �� -- 0.5 13% passing #200 Total Depth = 11.5' XDisturbed Sample No Bedrock No Groundwater ' , Standard Penetration 15 Sample 20 25 30 35 40 45 50 - Note: The stratification lines 55 represent the approximate boundaries between the soil types: the transitions may be gradual. BORING AND TRENCH LOGS BY URS CORPORATION (2002) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Key to Log of Boring Sheet 1 of 1 `o m t me ma, wa) a0 SAMPLES I Graphic Log I MATERIAL DESCRIPTION Water Content, °! Dry Unit Weight, pct REMARKS AND OTHER TESTS Type Number Sampling Resistance Report GEO_10_5MA KEY; FYe: DIKE4OOA.GPJ: 11912003 keybar 21� 4 n i COLUMN DESCRIPTIONS r--17 Elevation: EVevation in feet referenced to mean sea level (MSL) or site datum. Depth: Depth in feet below the ground surface 2 I 55mple Type: Type of soil sample collected at depth interval shown; sampler symbols are explained below. 4 Samplg Number Sample identification number. "NR" indicates no sample recovery Sampling Resistance; Number of blows to advance driven sampler 12 inches beyond first 6 -inch (seating) interval, or distance noted, using a 140 -Ib hammer with a 30 -inch drop 6 Graphic Lop: Graphic depiction of subsurface matenal encountered; typical symbols are explained below. 7 Material Description: Description of material encountered: may include relative density/consistency, moisture, color, particle size; texture, weathering, and strength of formation material. 5 TYPICAL MATERIAL GRAPHIC SYMBOLS eeililte Poorly graded SAND (SP) Well -graded SAND (SW) SAND with SILT (SP -SM) L git SILT (ML) SILTY CLAY (CL -ML) SILTY SAND {SM) TYPICAL SAMPLER GRAPHIC SYMBOLS 1 Modified California (2.5 -inch OD) Standard Penetration Test (SPT) split spoon Bulk sample 0 I California (3 -inch OD) Shelby Tube Grab sample 9 1.23jI Water Content: Water content of soil sample measured in laboratory, expressed as percentage of dry weight of specimen. I Dry Unit Weight: Dry weight per unit votume of soil sample measured in iaooratory, expressed in pounds per cubic foot (pcf). Remarks and Other Tests Comments and observations regarding drilling or sampling made oy driller or field personnel. Other field and laboratory test results, using the following abbreviations: 10' COMP LL ElSA SE WA Compaction test by modified effort Liquid Limit from Atterberg Limits test Non -plastic result for Atterberg Limits test Plasticity Index from Atterberg Limits test Sieve analysis, percent passing #200 sieve Sand equivalent lest average sand equivalent Wash sieve, percent passing #200 sieve Lean CLAY (CL) Fat CLAY (CH) CLAYEY SAND (SC) s * •li GRAVEL (GPIGW) FOITS:';i SILTY GRAVEL (GM) very reel. CLAYEY GRAVEL (GC) OTHER GRAPHIC SYMBOLS E First water encountered at time of drilling and sampling (ATD) 1 Static water level measured in borehole at specified time after drilling Change in material properties within a lithologic stratum --- Inferred contact between soil strata or gradational lithologic change GENERAL NOTES 1. Elevations for borings are estimated from topographic maps provided by The Keith Companies. 2. Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, actual lithologic changes may be gradual. Field aescriptions may have been modified to reflect results of lab tests. 3, Descriptions on these logs apply only al the specific boring locations and at the lime the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times. URS Figure A-1 Bottom of boring at 26.5 feet - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number. 29864604.00001 Log of Boring B-1 Sheet 1 of 1 Date(a) 11/18/02 Drilled Logged By V. Gllslc Checked By B. Gookin Dulling FipllowSlem Auger Method Drill Bit 8 inch -0D auger bit Size/Type Total Depth 26.5 feet of Borehole Dull Rig Mobile 8 61 Type Drilling Gal Pac Drilling Contractor Approximate 20 feet MSL Surface Eievabon Groundwater Not encountered Levelts) Sampling Modified Caiffomia, SPT Method(s) Hammer 140 lbs, 304nch drop Data Borehole Drill cuttings Backfill Location Refer to site plan O >— � y m —20 0 —15 SAMPLES 5) E - Z —10 10-1 -5 151 • • cc —0 201 —,5 251 -10 30 1 2 3 4 5 6 16 26 44 56 36 -J 0 L 0. C.D MATERIAL DESCRIPTION { ., r 1 I 1 pi 3 Medium dense, damp, gray, poorly graded SAND with GRAVEL (SP}, trace silt, near -surface cobbles and boulders up to 12 incnes - Dense, damp to moist, gray, poorly graded SAND with SILT and GRAVEL (SP -SM) _ --Becomes dry to damp; decrease in silt content --q-Becomes medium dense 1 URS 1.5 1.B REMARKS AND OTHER TESTS SA: 4.9%.#200 SE=79 WA: 10%<#200 Gravel up to 1 inch in sample. Figure A-2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-2 Sheet 1 of Date(s) 11118/02 Logged By V. Glisic1 Drilled Checked By B. Gookin Drilling Hollow -Stem Auger Method Drill Bit 8 -Inch -OD auger bit SizerType Total Depth 26.5 fast of Borehole Drill Rig Mobile B-61 TypeContractor Drilling Cal Pan Drilling Approwmate 36 feet MSL Surface Elevation Groundwater Not encountered Levels}Merlotti Sampling Modified Califnmla, SPT, bulk s) Ha r"mer 140 lbs, 30 -Inch drop Data Boret,de Drill cuttings Backfill Location Refer to site plan N O SAMPLES Graphic Log 3 D i:i 73 D r- 0 0 m to 0 -a 0 z a ;, @8 U 5 t, �D.) 0 REMARKS AND OTHER TESTS o-5.....MATERIAL a) w 'LCD OCD 0 1 Type Number ;Sampling Resistance, blows 1 toot Dense, dry, gray, poorly graded SAND (SP), few gravel, trace sill —35 SK -1 0.4 SA: 4.3%<#200 .•.....:c': . COMP 1 34 •:: 0.4 5 —30 2 NR] 28 Medium dense. dry, gray, poorly graded SAND with SILT (SP -SM) No sampe recovery, 3 39 y:4 ` ; dense 0.6 WA: 6.7%c#200 'AU .:.:.,i1:4( i.—Becomes 10-.:::‘• —25 %F Poor recovery. may, • , Dense. dry, gray. well -graded SAND with SILT (SW -SM), few gravel 15 —20 5 32 i. .Yh 20 4k ' Becomes medium dense —15 6 23 ::yK 1. 25—/il:1s—Becomes dense — 10 7 50 = ri - - Bottom of bonne at 26.5 feet _ i. 30 Figura A-3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-3 Sheet 1 of 1 Date(s) 11/18/02 Drilled Logged By V. Gilslc Checked By B. Gookin Drilling Hollow -Stem Auger Method brill Bit B -Inch -OD auger bit Size/Type Total rehole 26.5 feet Drill Rig Mobile B-61 Type , Approximate 20 feet MSL Drilling Cal Pac Drilling Contractor 1 Surface Elevation Groundwater Not encountered Level(s) Sampiing Modified California, SPT, bulk 1 Hammer 140 lbs, 30 -inch drop Methods) Data Borehole Drill cuttings Backfill Location Refer to site plan 0 0 61 d mw p v -20 0 - 15 8 a O U a SAMPLES - 10 10 -0 SK -1 2 3 1574 (NR) 5 20 s MR1 7 --5 25 --10 30 7 0 - J v a MATERIAL DESCRIPTION A .I 1.• .. 62 {{ It Tov medium aense, ory, gray, wen-graaea Jams wnn vrwv eL tavv), mace sat Medium dense, dry, gray, well -graded SAND with SILT and GRAVEL (SW -SM) ---Becomes dense Becomes very dense Bottom of bonng at 26.5 feet a Z. � rn 0.6 0.5 0.6 REMARKS AND OTHER TESTS SA: 4.5%0#200 WA: 8.7%4#200 Gravel up to Inch an sample. Hammer bouncing on gravel, no recovery. No sample recovery. Figure A4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-4 Sheet 1 of 1 Dates) 11/18/02 Drilled Logged By V. Glisic Checked By B. Gookin DriIM le Hollothodw-Stem Auger Size/Type8-inch-OD auger bit ToDe of$ eha 27.5 feet Drill Rig Mobile B 61 Type Drilling Cal Pao Drilling Contractor Approximate 4 feet MSL Surface Elevation Groundwater Not encountered Leveifs) Sampling Modified California, SPT, bulk Hammer 140 lbs, 30 -Inch drop Method(s) Data Borehole Drill cuttings Backfill Location Refer to site plan 0 c� 0 U W ur 0 -10 --15 -20 --25 0 0 J U LE 0. e C'3 MATERIAL DESCRIPTION 10 30 4 6 [NR] 37 36 47 Medium dense. dry, gray. well-graaed SAND with SILT (SWSM), few gravel Becomes dense Medium dense, dry, gray, poorly graded SAND with SILT (SP -SM) Vary dense. dry, gray, SILTY SAND (SM) Becomes cense f—Trace gravel 0.7 0.5 0.8 Bottom of bonng at 27.5 feet REMARKS AND OTHER TESTS SA: 6.4%<#200 No sample recovery. Figure A-5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number. 29864604.00001 Log of Boring B-5 Sheet 1 of 1 Date(s) 11118/02 Dnued Logged By V, Glisic l Checked By B. Gookin Dniung Hollow -Stem Auger Method Drill Bit Size/Type 8 -inch -OD auger bit Total Depth 1 of Borehole 26.5 feet Drill Rig Mobile B-61 Type Drilling Contractor Cal Pac Drilling Appmxrmete Surface Eevaton 14 feet MSL Groundwvater Not encountered Level{s} Sampling Methods) Modified California, SPT, bulk Hammer 140 tbs, 30 -inch drop Data Sorel Drill cuttings Backfill Location Refer to site plan a, 0U ct R m C9 MATERIAL DESCRIPTION 0 LL 0 --10 —.15 25 30 6 7 To `g Medium dense. dry, gray. we1V-graded SAND with GRAVEL (SW), trace silt Medium dense. dry, gray. well -graded SAND wth SILT and GRAVEL (SW -SM) — r -Becomes very dense — *—Becomes dense Dense, ory, gray, SILTY SAND (SM) ^rBeeomes medium dense 0.4 0-3 0.5 Bottom of boring at 26.5 feet REMARKS AND OTHER TESTS SA: 4.6%0200 auger gnndng on a lock. WA: 6.394200 No sample recovery. Figure A-6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 § --15 5• 2 20 9' LU0 •0 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring 13-6 Sheet 1 of 1 Date(s) 11/18/02 Logged By Drilled V. Glisic Checked By B. Gookin Drilling Hollow -Stem Auger Method Drili Bit SaefType 8-i rich -OD auger bit Total Depth 26.5 feet of Borenole Drill Rig Mobile B-61 Type Drilling Contractor Cal Pac Drilling Approximate 6 feet MSL Surface Elevalion Groundwater Not encountered' SamPlIng Level(s) I Metnodis) Modified California, SPT, bulk Hammer Data 140 lbs, 30 -inch drop Borenole Backfill Drill cuttings Location Refer to site plan SAMPLES -5 -0 --5 E z 101 6_ 10 SK -1 1 2 --10 4 20 1 30 - 5 6 21 40 28 40 62 43 MATERIAL DESCRIPTION Medium aense, ory, gray, wea-graceo aANu wan ILi.vv-;v1), truce gravel - --Becomes dense - s—Becomes medium dense - s--Becomes dense Very dense, dry, gray, SILTY SAND (SM) --Becomes dense cc 3 cp 0.5 0.5 Bottom of bonng at 26.5 feet U'RS REMARKS AND OTHER TESTS SA 10%<#200 SE=75 WA 29%#200 Figure A-7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-7 Sheet 1 of 1 Dates) 11!19102 Drilled Logged By V. Gllsic Checked By 3. Gookin DrilMethod Hollow -Stem Auger Drill type 8 -inch -0D auger bit Total f Borehole 26.5 feet Drill Rig Mobile 3-61 Type DrillFng Cal Pac Drilling Contractor Approximat9 12 feet MSL Surface Elevation Groundwater Not encountered Level(s) Sampling Modified California, SPT. bulk Methodic) 4ammer 140 Lbs, 30 -inch drop Data Borehole Drill cuttings Location Refer to site pian ccUD = m� 75,7A in Eris' CO CD 0 �+ t/) � t7 0 0 U 0. 10 w 0 -10 25 30 42 MATERIAL DESCRIPTION Medium dense, dry, grey, poorly graded SAND (SP), levy gravel, trace slit --s—Becomes dense Dense, dry, gray, SILTY SAND (SM) Is lie c 3u 0.4 12 0.B Bottom of bonng at 26.5 feet REMARKS AND OTHER TESTS SA: 3.5%<#200 oorrecovery WA: 31%<-4200 Figure AS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-8 Sheet 1 of 1 Date(s) 11!19/02 Drilled Logged By V. Gllsic Checked By B. Gookin Drilling Hollow -Stem Auger Method g Drill Bd $ B.Inch-OD auger bit SlzefType Total Depth 28.0 feet of BorehoVe Drill Rig Mobile B-61 Type Drilling Pac Drilling Contractor Approximate Approximate 66 feet MSL Surface Elevation Groundwater Not encountered Level(s) Sarnr)tdlsl Modified California. SPT '®r 140 lbs, 30 -Inch drop HarmData 8°rei" Drill cuttings Backfill Location Refer to site plan O CO vCD LI —65 0 a 1 LJ 0 0 -45 -40 ID 0 C1 C° 0 SAMPLES CD t 1- Z 10 15 20 25 30 3 Ern o un C.0 6 [NRI 27 42 28 32 0 -J 0 L a • MATERIAL DESCRIPTION Medium dense, dry, gray, SILTY SAND (SM). few gravel Dense, dry, gray, well -graded SAND with SILT and GRAVEL (SW -SM) yr -Becomes medium dense Becomes dense Bottom of awing at 28.0 lee? 0.9 0.1 REMARKS AND OTHER TESTS 2 -inch rock fragment n sampler shoe. Gravel up to 1/2 inch in sample. SA: 7.9%.#200 No sample recovery. Wk 9.8%0200 Figure A-9 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-9 Sheet 1 of 1 Dale(s) 11/19/02 Drilled Logged By V. Gllsic Checked By B. Gookln Dolling Hollow -Stem Auger Method Drill Bit B -inch -0D auger bit Sizerype of taBorehhole 28.0 feet Drill Rig Mobile B 61 Type Drilling Cal Pac Drilling Contractor Approximate 85 feet MSL Surface Elevation Groundwater Not encountered Level{s)Data Samhpodis) Modified Cailfomia, SPT Hammer 140 lbs, 30 -inch drop Barehole Drill cuttings Backfill Location Refer to site plan SAMPLES 7 m 61 m CD di C1a3 Z -85 0 a E X75 10 -7D 15 of 0 — 65 20 — 60 25 —55 30 2 [NR] 3 4 5 [NRS 6 7 9 23 14 20 21 26 37 46 :.9 MATERIAL DESCRIPTION Medium dense, dry. gray, poorly graded SAND with SILT and GRAVEL (SP -SM) 41 0 O 0.5 Medium dense, dry, gray, SILTY SAND (SM) 1-0 f—Becomes dense Becomes medium dense 1 0.9 Dense, dry, gray, poorly graded SAND with SILT ;SP -SM) f-Becames medium dense � 7 Bottom of oaring a: 28.0 feet REMARKS AND OTHER TESTS WA: 5.8%<#200 No sample recovery. WA 12%•#200 SE=69 No sample recovery WA 7.0%c#200 Figure A-10 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-10 Sheet 1 of 1 Daes± 11/19/02 Drilled Logged By V. Gtisic I Checked By B. Cookin Dniling HailowStem Auger Method Drill Bti Size/Type g,inch-OD auger bit Tota!Depth of BorehDede 28 .0 feet Drili Rig Type Mobile B-61 Drilling Contractor Cal Pac Drilling Approximate Surface Eletialion 50 feet MSL Groundwater Not encountered Level(s) Sampiing Method(s) Modified California, SPT. bulk ' F•iammer 140 lbs, 30 -inch drop i Data Borenoie DHII Cuttings Bac41I Location Refer to site plan MATERIAL DESCRIPTION Medium dense, dry, gray, well -graded SAND with SILT and GRAVLL (SW -SM) – -Becomes dense — Becomes very dense f -Becomes dense; increase in gravel content, ciasts up to 1 Inch 1 Bottom of poring at 28.0 feet REMARKS AND OTHER TESTS SA: 6.4%<#200 Auger grinding on a rock. No sample recovery. No sample recover. No sample recovery Wk 9.3%#`200 No sample recovery. Figure A-11 SA: 4.6%<#200 Auger gnnding on a 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-11 Sheet 1 of 1 Data(s) 11119102 Drilled Logged By V. Glislc Checked By B. Gookin Drilling Hollow -Stem Auger Method Drill Bit B -Inch -OD auger bit Size/Type Total de 28.0 feet Drill Rig Mobile 3-61 Type Contractor Cal Cei Pec Drilling Approximate 8 feet MSL Surface Elevation Groundwater Not encountered Level(s) Sampling Modified California, SPT, bulk Method(s) Hammer 140 lbs, 30 -inch drop Data ata Borehole Drill cuttings Backfill Location Refer to site plan u 0 - -10 - -15 --20 SAMPLES v z 10 15 20 30 SK -1 1 2 [NRI 4 6 7 8 U 0 MATERIAL DESCRIPTION 28 27 42 40 40 B 3U Medium dense, dry, gray, poorly graded SAND {SP), few gravel, trace silt Dense, dry, gray, poorly graded SAND with SILT (SP.SM) a DSS 0.8 0.7 0"7 0.5 Bottom of bonng at 28.0 feet REMARKS AND OTHER TESTS No sample recovery WA 11%<#200 Figure A-12 Bottom of bonng at 25.5 feet - 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Boring B-12 Sheet 1 of 1 Datels) 11!19102 DN4ed Logged By V. Glisic Checked By B. Gookin Drilling Hollow -Stern Auger Methal Drill Bit B -Inch -OD auger bit Size/Type offBorehole th x6.5 feet Drill Rig Mobile B$1 Type Drilling Cal Pac Drilling Contractor Approximate 13 feet MSL Surface Elevation Grourtiawater Not encountered Level(sl Sampling SPT bulk 1 Memodts) Dartuner 140 Itis, 30 -inch drop Data Borehole Drill cuttings Location Refer to site plan Backfill SAMPLES O co. -- co m Gl su� ow a E Z —10 —5 —0 --5 0 10 15 1 1 1 1 1 SK -1 1 2 3 4 6 6-5 cn 75 32 27 41 MATERIAL DESCRIPTION • Medium sense, dry, gray, well -graded SAND (SW), Iew gravel, trace slit -f—Becomes dense ---Becomes medium dense Dense, dry, gray. SILTY SAND (SM) —f—Becomes medium dense ----Becomes dense URS 0.5 0.5 0.4 1.0 REMARKS AND OTHER TESTS SA. 3.8%4E200 SE69 WA: 18%x44200 Figure A-13 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29664604.00001 Key to Log of Test Pit Elevation feel Depth, feel Sample Type Sample Number 0) a f2 C7 MATERIAL DESCRIPTION n m Kf C U REMARKS AND OTHER TESTS o n' 4 i 5 1 COLUMN DESCRIPTIONS L'J 2 lfl 5 Elevation: Elevation in feet referenced to mean sea level (MSL). Depth: Depth in feet below the ground surface. Sample Type: Type of soil sample collected at depth interval shown, sampler symbols are explained below. Sample Number: Sample identification number, Graphic Loa: Graphic depiction of subsurface matenal encountered: typical symbols are explained below. TYPICAL MATERIAL GRAPHIC SYMBOLS Poorly graded SAND (SP) Well -graded SAND (SW) SAND with SILT (SP -SM) SILT (ML) Elastic SILT (MH) SILTY SAND (SM) TYPICAL SAMPLER GRAPHIC SYMBOLS Bulk sample Grab sample GENERAL NOTES 1. Elevations for test pits are estimated from topographic maps provided by The Keith Companies. 2. Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive; actual lithologic changes may be gradual. Feld descriptions may have been modified to reflect results of lab tests. 3 Descriptions on these logs apply only at the specific test pit locations and at the time the pits were excavated. They are not warranted to be representative of subsurface conditions at other locations or times, T IaJ Material Description: Description of material encountered; may include color, moisture, grain size, and density/consistency. Water Content: Water content of soil sample measured in laboratory. expressed as percentage of dry weight of the designated specimen. Remarks and Other Tests: Comments and observations regarding excavation or sampling made by driller or field personne Field and laboratory test results (other than water content), using abbreviations explained below, VV. Lean CLAY (CO Fat CLAY (CH) CLAYEY SAND (SC) OTHER GRAPHIC SYMBOLS lift 1•r W.* ere GRAVEL (GP/GW) SILTY GRAVEL (GM) CLAYEY GRAVEL (GC) j[ First water encountered at time of drilling and sampling (ATD) ,r Minor change in material properties within a Ilthoiogic stratum — — — Inferred contact between soil strata or gradational lithologic change TYPICAL LABORATORY TEST ABBREVIATIONS COMP LL NP PI SA WA URS Compaction test by modified effort Liquid Limit from Atterberg Limits test Non -plastic result for Atterberg Limits test Plasticity Index from Attetherg Limits test Sieve analysis, percent passing #200 sieve Wash sieve. percent passing #200 sieve Figure B-1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Project Number: Coachella, California 29864604.00001 Log of Test Pit TP -1 Dates) Excavated 11/18102 Logged By V. Glisic Reviewed By B. Gookin Length of10 Excavation feet Width of ExcavationExcavation 4 feet' of 15.0 feet Excavation Equipment John Deere 410 Backhoe Excavation Contractor Demo Unlimited Approximate Surface Elevation B feet MSL Water errations Not observed during excavation pit T date Not recorded Comments Refer to site plan for excavation location 0 O 1.6 o 3 o tTi ❑ MATERIAL DESCRIPTION 0 -2 10 11 --6 12 13 -8 14 15 uamp, gray, poony graoea arvNu witn alt i tar-amr, -i a io gravel up to 1-1/2 Inches _D Cobble layer. cobbles up to 10 inches Damp, gray, poorly graded SAND with SILT and GRAVEL (SP -SM), - -30% gravel up to 3 inches -� Boulder up to 2 feet - f—Decrease in coarse gravel content, trace cobbles up to 10 inches Damp, gray, poorly graded SAND with SILT (SP -SM), few gravel up to 1f2 inch. trace gravel up to 3 inches - Trace gravel up to 1/2 inch, no coarse gravel or cobbles PB -3 Damp, gray, SILT with SAND (ML) SK -2 ---10 16- 6- 17- 17- 1,7, —.12 m--12 18- 19- --14 8- 19---14 20 c mg u Damp, gray, well -graded SAND with SILT (SW -SM), -10% gravel up to 1 inch REMARKS AND OTHER TEsrs 0.8 2.8 0.9 Bdtom of excavation at 15.0 feet SAS 6.3%Q#200 Easier excavating LL=32, PI=2 WA'. 71%0200 SA: 10%<#200 Figure B-2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Project Number: Coachella, California 29854604.00001 Log of Test Pit TP -2 Dates) Excavated 11/21/02 I Logged By V. Glisic Reviewed By B. Gookln Length of Excavaton 10 feet Wtdm of 1 Excavation 4 feet Depth of Excavation 15.0 feet ExcavationExcavation Equipment John Deere 410 Backhoe I Convador Demo Unlimited Approxate rcnSurface Elevation 23 feet MSL Water Observatxans Not observed during excavationNott Ate recorded Comments Refer to site plan for excavation location 0 o —22 —29 —18 0 O J a MATERIAL DESCRIPTION SK -1 6- -16 7- 8- 9- 10 —12 11 —14 12 Q 14 Damp, gray, well -graded SAND with SILT (SW -SM). few gravel up to 314 inch Cobble layer, cobbles up to 7 inches Boulder up 10 2 feet Boulder up to 2 feet 0- g g Damp, gray, well -graded SAND with SILT and GRAVEL (SW -SM), -15% gravel up to 1/2 inch, few cobbles up to 10 inches - - Increase in cobble content, cobbles up to 5 inches. occasional boulder up to - 2 feet —10 13 8 14 o-8 15 0 1$ m —6 17 18 0 0 4 20 Damp, gray, welt -graded SAND with GRAVEL {SW) -20% gravel up to - 1-1/2 inches, few cobbles up to 5 inches. trace silt REMARKS AND OTHER TESTS 0.7 0.8 Bottom of excavation at 15.0 feet SA: 6.9%#200 COMP SA: 4.6%44200 Figure B-3 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Test Pit TP -3 Date(s) Excavated 111211D2 Logged By V. GIisic Reviewed By B. Gookin Length of Ex 10 feet Width of Exoavation 4 feet Depth of Excavation 14.D feet Frravn Equipment John Deere 410 Backhoe ExcavationDemo Unlimited Contractor Approximate Surface Elevation 47 feet MSL waterximate Observatons Not observed during excavation P11 Trend Not recorded Comments Refer to site plan for excavation location -44 -42 ro m 0 m a ✓ m m y a afl E E E co ctZ 6- _40 7- 8- - 38 0- -36 11 12 e - 34 13 14 07. -32 15- 4 Y 16- 1 -30 17- a - N 18- Di of -28 19- u V - 20 SK -1 SK -2 i MATERIAL DESCRIPTION Damp, gray, poorly graded SAND (SP), -10% gravel up to 1 inch. tew coobles up to 5 inches, trace silt - - Slight increase in cobble content Damp, brownish gray, well -graded SAND with SILT and GRAVEL (SW -SM), - -15% gravel up to 3 inches Damp. brownssh gray, well -graded SAND with SILT (SW -SM), -10% gravel up • to 1 inch h REMARKS AND OTHER TESTS 0.5 1.2 Bottom of excavation at 14.0 feet URS SA: 2.B%<4200 COMP SA: 7.3%<#200 Figure &4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Project Number: Coachella, California 29864604.00001 Log of Test Pit TP -4 Date(s) Excavated 11121102 Logged By V. Glisic ` Reviewed By B. Gookin Length of Excavation 10 feet Width of Excavation 4 feet Depth of Excavation 14.0 feet ExcavationExcavationApproximate Equipment John Deere 4f0 backhoe Contractor Demo Unlimited Surface Elevation 64. feet MSI. Water Obsenration5 Not observed during excavation PApproximateteNot recorded Comments Refer to slte plan for excavation location 0 a> • a) 64 -60 a 0 u x 0 S • am 0 m m - a)6 E E E U) fOS 6- 7- - 56 8- 9- -54 10 11 - 52 12 13 14 15- --48 16- 17- -46 18- 19- - 44 20— SK -1 SK -2 0 MATERIAL DESCRIPTION aCCe t m 3U Dry to damp, brownisn gray. poony graces a tar), -' u-ro gravel up to 1 inch, few cobbles up to 5 inches, roots to 6 -foot depth - Boulders up to 3 feet (-10%). cobbles up to 8 inches (-10%), gravel up to 1 inch (-15-20%) - ,--Occasional boulders up to 1-112 feet r� .Dry to damp, brownish gray. poorly oraded SAND with GRAVEL (SP), * 40 t r -35% gravel up to 2 inches, few cobbles up to 12 inches, no boulders 'aw� • r 5-~ 4\ • 0.r • REMARKS AND OTHER TESTS 0.4 Bottom of excavation at 14.0 feet Sk 3.1%<#200 Figure B-5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Test Pit TP -5 Date(s) Excavated 11121/02 Logged By V. Glisic Reviewed By B. Gookin Length of Excavation 10 feet 1 WWdth of I Excavation 4 feet Depth of Excavation 15.0 feet Excavation Equipment John Deere 410 Backhoe Excavation Contractor Demo Unlimited Approximate Surface Elevation 35 feet MSL Water Observations Not observed during excavation P prnx�mdate Not recorded Comments Refer to site plan for excavation location 2- -32 3-- 4- -30 - 28 -- 26 Sample Type 12- -22 tum as E fn Z SK -1 0 0 0 0 {.7 MATERIAL DESCRIPTION Dry 10 damp, ray, poorly graded SAND with GRAVEL (SP), -20% gravel up to : ,- 2 inches, -15% cobbles up to 6 inches, few cobbles up to 10 inches :ter Cobble layer. cobbles up to 10 inches Cobble layer, cobbles up to 8 inches Decrease in gravel content (-15% up to 1-1/2 inches), decrease in cobble kr' content and size (-10% up to 5 inches) • 13- •' -� Increase in cobble content and size (-20% up to 6 inches. occasionally up Ir."` to 12 inches) 14- -20 15 0 U Y 16- th -18 17- 1 20 m 0 U REMARKS AND OTHER TESTS 0.7 Bottom of excavation at 15.0 feet URS SA: 4.1 %#200 Figure B'i F 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Coachella, California Project Number: 29864604.00001 Log of Test Pit TP -6 Date(s) Excavated 11121/02 Logged By V. GIIsIa Reviewed By 6. Gookin Length of Excavation 10 feet Width of Excavabon 4 feet l Depth of I Excavation 13.0 feet Excavation Equipment John Deere 410 Backhoe Excavation Contractor Demo Unlimited Approximate Surtaoe Elevation 18 feet MSL Water Observations Not observed during excavation App oX1e Not recorded Comments Refer to site plan for excavation location >R a m ani ua) par - 18 0 -18 - 14 - 12 a i• - m as B. E E E cn inz 0 a MATERIAL DESCRIPTION SK -1 H a 2 w 9- 10 11- PB -2 -6 12- 18- Dry to damp, light brownish gray, poorly graded SAND with SILT and GRAVEL (SP -SM), -15% gravel up to 1-1/2 inches, -30% cobbles up to 7 inches, occasional boulders up to 1-1/2 feet Cobble layer. most up to 8 inches, few up to 12 inches Sea shell fragments Increase in gravel content (-30% up to 1f2 inch), decrease in cobble content and size (-15% up to 5 inches) REMARKS AND OTHER TESTS 0.8 Bottom of excavation at 13.0 feet SA: 5.4%<#200 COMP Figure B-7 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Project Number: Coachella, California 29864604.00001 Log of Test Pit TP -7 Date(s) Excavated 11;21102 I Logged By V. Glisic Reviewed By B. Gookin Lengtn of Excavation 10 feet Wdth of Excavation 4 feet Depth of Excavation 1J•5 feet Excavation Equipment John Deere 410 Backhoe Excavation Contractor ApproximateUnlimited Approximate10 feet MSL Surface Elevation Water Observations Not observed during excavation Approximate date Not recorded Comments Refer to site plan for excavation location 0 RS L m r, nal ID -10 0 -8 -6 Sarnple Type as E LO 0 0 J 0 CL fb (3 MATERIAL DESCRIPTION SK -1 a 6- 7- 2 8- 9- -0 10- -4 44- 18- --10 20 r. ,: ury to aamp, gray w yenowisn orown, poony graueu arnv car), -10°16 gravel up to 1-112 inches. few cobbles up to 8 inches, roots to 5 -foot depth Cobble layer. -10% cobbles up to 6 inches Cobble layer, cobbles up to 5 inches, occasional boulders f- Becomes gray --t- Increase in cobble content (-20% up to 8 inches). few boulders up to _ 2 feet _472 Cobble Layer, cobbles up to 10 inches, boulders up to 1-112 feet J REMARKS AND OTHER TESTS 0/ Bottom of excavation at 13.5 feel SA 4.5%.4200 Figure B-8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Project: Dike No. 4 Recharge Facility Project Location: Project Number: Coachella, California 29864604.04001 Log of Test Pit TP -8 Date(s) Excavatec 11/21/02 Logged By V. Glisic Reviewed By B. Gookin Length of Excavation 10 feet Width of Excavation 4 Leet Depth of Excavation 11.0 feet Excavation Equipment John Deere 410 Backhoe F�ccavalion Contractor Demo Unlimited Approximate Surface Elevation 16 feet MSL Water Observations Not observed during excavation P p o tlate Not recorded Comments Refer to site plan for excavation location 0 m ▪ `m W.� -16 0 —14 —12 —10 0 E. 1- W 0 0 - s 10 11 SK -1 :4 MATERIAL DESCRIPTION Dry to damp, light brownish gray, poorty graded SAND with GRAVEL {SP), .;:.Z -20% gravel up to 1-1/2 inches, -10% cobbles up to 6 inches, trace silt w� Cobble layer. cobbles up to 10 inches — 4 12- 13- --2 16- 19- 20 —4 Cobble layer. cobbles up to 7 inches Decrease in gravel content and size (up to 1 inch) Bottom of excavation at 11 feet 0.8 REMARKS AND OTHER TESTS Sk 3.3%.#200 Figure B4 LOGS BY SLADDEN (2005a) 176 -Lot Green Property uarry Ranch Road & Jefferson Street Date: 12/3/2004 Boring No. 8 Job Number: 544-4769 y a �? w 3 o 4 a Q U Description cn 5 a Remarks 0 _ Native Soil 5 T 13/17/23 Sand: Fine to Coarse Grained and ll&" to 114" Gravel with Rock Fragments SP I 6 Brown in color 10 :: ' `: 15/20/29 Sand: Fine to Coarse Grained and 118" to 1/4" Gravel with Rock Fragments Si 3 5 Bmwn in color _ Refusal c® --14 Feet i5 I California Split -spoon Sample Total Depth =-14' Bedrock not encountered 20 }< Unrecovered Sample Groundwater not encountered Standard Penetration Test Sample 25 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 30 35 40 4s Siadden Engineering 176 -Lot Green Property SWCQuarry Ranch Road & Jefferson Street Date: 12/3/2004 Boring No. 9 Job Number: 544-4769 . 2 U q a 0 ry 3t 0 A u p Description rn _ o Remarks p Native Soil 5 17/25/33 Sand: Fine to Coarse Grained and 118" to 114" Grave! with Rock Fragments SP 1 7 Brown in color 10 "— 17/24/32 Sand: Fine to Coarse Grained and 118" to 114" Gravel SP 1 6 Brown in color - <s€ with Rock Fragments 15 _T 28/28/35 Sand: Fine to Coarse Grained and 118" to 114" Gravel with Rock Fragments SP f 5 Brown in color California Split -spoon Sample Total Depth = --l5.5` 11.11 Bedrock not encountered 20 }c Unrecovered Sample Groundwater not encountered - —11-` Standard Penetration Test Sample 3 25 _ Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 30 - I 35 40 45 50 5ladden Engineering 176 -Lot Green Property SWC Quarry Ranch Road & Jefferson Street Date: 12/3/2004 Boring No. 11 Job Number: 544-4769 Depth, ft Symbol Soil type Unit Wt, pcf Moisture, % o Q ry IL t4 0 y L d U E Description a Remarks 0 Native Sail 5 . 5/47/28 Sand: Fine to Coarse Grained and 118" to 114" Gravel with Rock Fragments S P 1 7 Brown in color 10 71— 13/17/19 Sand: Fine to Coarse Grained and 118" to 114" Gravel with Rock Fragments SP 0 6 Brown in color 15 —r 50-5" Sand: Fine to Coarse Grained and 1/8" to 1/4" Gravel1' with Rock Fragments 1 [ 0 Brown in color 18 ': 33/44/50 Sand: Fine to Coarse Grained and 118" to 114" Gravel SP 1 10 Brown in color - with Rock Fragments 20 ':'• 25 3[] _ California Split -spoon Sample Total Depth ---20' - Bedrock not encountered - < Unrecovered Sample Groundwater not encountered TStandard Penetration Test Sample 35 40 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. '15 50 _ I S sadden Engineering 176-Lot Green Property SWC Quarry Ranch Road & Jefferson Street Date: 12/3/2004 Baring No 12 Job Number: 544-4769 Depth, ft Symbol Soil type 0 4 o b m Description e. 3 c C N 7k c. o Remarks 0 - Native Sod 5 € € 7--- 16/23/37 Sand: Fine to Coarse Grained and 1/8" to 1/4" Gravel SP 1 8 - with Rock Fragments 10 `: 50-5" Sand: Fine to Coarse Grained and 1/8" to 114" Gravel with Rock Fragments SP 1 9 Refusal t( —11 Feet 15 20 - — California Split-spoon Sample Total Depth =—1.1' 25 Bedrock not encountered - . Unrecovered Sample Groundwater not encountered —r Standard Penetration Test Sample 30 Note: The stratification lines represent the approximate boundaries between the soil types; the transition may be gradual. 35 40 45 50 SIadden Engineering BORING LOGS BY CONSTRUCTION TESTING & ENGINEERING, INC. (2007) I I S' CONSTRUCTION TESTING & ENGINEERING, INC. 11570 1081010 PAOXWAY, SUIIf A 1 RIVERSIDE, CA 92511 1 951.571.1001 1 FAX 951.511.1111 PROJECT: DRILLER: SHEET: of CTE JOB NO: DRILL METHOD: DRILLING DATE: LOGGED BY: SAMPLE METHOD: ELEVATION: Depth (Feet)— 1 rn .Ne s m g. oc y 3 '- o 6 m Dry Density (pct) Moisture (%) c nBORING U In IGraphic Log LEGEND Laboratory Tests DESCRIPTION, 5- 10- _ - 15- - 20- _ 25- Chunk 0 Block or Sample • Bulk Sample i 4 Standard Penetration Test Split Modified -Barrel Drive Sampler (Cal Sampler) Sample 1 Thin Walled Army Corp. of Engineers 4 ` Groundwater Table Soil Type Classification Change or ^SM" Formation Change [(Approximate boundaries (?)1 queried Quotes are placed around classifications where the soils exist in situ as bedrock FIGURE: 1 BL2 Boring B-1 CONSTRUCTION TESTING & ENGINEERING, INC. 14928 MERIOIAR PARKWAY, SUITE A I RIfERSIIIE. CA 92510 1951.511.4011 I FAA 951.0704100 PROJECT: CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: I 'of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stern auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 lb/30" autohammer . ELEVATION: basin floor j 0 a me u 0.j u9 a 0 8 — U a s BORING: B-1 LaboratoryH DESCRIPTION 13 SM :::: Silty SAND - dry, gray, fine, traces of gravel. GS (20.4% pass #200) HA 14 14 • 13 1 9 15 I 10 SP -SM :.:: ; Poorly -graded SAND with Silt - damp, light gray, medium to coarse, traces of gravel. GS (7.6% pass #200) HA 12 6 4 _ 8 ML 3 SP -SM 1 : : at 57" --""'lens of sift. Poorly -graded SAND write Sflt becomes moist, gray -brown, with occasional gravel _ 14 _ Boring terminated at 6 ft. below surface. 7.5- lo- B-1 Boring B-1 I S CONSTRUCTION TESTING & ENGINEERING, INC. 11559 MERIDIAN PARKWAY. SDISE A I RIYERS19f. CA 11511 1 951.511.1911 I FAX 151.511.1111 PROJECT: CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 lb/30" autohammer ELEVATION: basin floor Depth (Feet) n hso 7 co Driven Type Blows / 6 inch Dry Density (pct) Moisture (%) U.S.C.S. Symbol Graphic Log W li Q en 0 •- z Laboratory Tests , _. .3- 5— 7.5. 10- 2.� 2 2 .- 2 2 ... 2 5 4 7 4 5 — 8 I0 SP -SM ML SP -SM :`:; • :% ;: Poorly -graded SAND with Silt - dry, light gray, fine to medium, traces of gravel. SYLTwith1ittie Sand anaTay - moist,Tight gray I r - -r •Poorly-gradwith ed SAND Silt - damp, gray, medium to coarse, occasional gravel. GS (10.1%pass#200) GS (8.6% pass #200) GS (81.5% pass #200) HA Boring terminated at 6 ft. below surface. I B-2 Boring B-2 Boring B-3 CONSTRUCTION TESTING & ENGINEERING, INC. 94530 MERIDIAN PAOEWAY• SUITE A 1 RIVERSIDE. CA 97519 1951:511.4001 I FAI 951591.1100 PROJECT: CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 lb/30" autohammer ELEVATION: • basin floor L GI u n Y •m E- > ] .c .__ 3 oa U a .7' d p A o y O V) ti 6 BORING: B-3 g• Laboratory Tests DESCRIPTION 0 _ — — 2.5- — _ : - 5— _ 7.5, Io- 2., 7 7 —.1 " 5 6 8 10 8 13 12 18 .0 1, I ML SP -SM •Sw-sM ' t;� 1.'":1 Sandy SILT - dry to damp, light gray, traces of gravel. becomes moist at 2 ft. Poorly -graded SAND wrtli Silt and -Gravel - damp, light gray, fine. Well graded SAND with Silt and Gravel - damp, dark gray- brown. GS (54.1% pass #200) HA GS (64.0% pass #200) WA (5.0% pass #200) Boring terminated at 5 ft. below surface. B-3 Boring B-3 Boring B-4 '& CONSTRUCTION TESTING ENGINEERING, INC. 11558 MERIDIAN PARKWAY, SUI1F A I RIYERSIOF, 0A 97518 1 151.511.1081 I FAX 951.571.1198 PROJECT: CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 1b/30" autohammer ELEVATION: basin floor 0 t�.i a A e a cn se GG = F.0 > 3 0] E a ',7i y n m EctDD �' V7 G J .J t7 BORING: B-4 2 Laboratory Tests DESCRIPTION 2. 5 7. le 3 4 4 ii1 3 U 6 7 13{ 6 4 sM ML 'SW -SM ,,� -ti •ti. • i:4 1:4 �'~- i 4 Silty Sand - •ry to damp, light gray, fine. at 24" becomes medium to coarse with less fines, trace gravel. at 30" - 3" lens of sill. an VPell-graTed gA'N6 witli it -t 7Uravel - damp, dark gray - brown. 1 GS (29.4% pass 4200) HA GS (]3.2% pass 4200) GS (8.7% pass 4200) Boring terminated at 5 ft. below surface. B-4 Boring B-4 Boring 8-5 CONSTRUCTION TESTING & ENGINEERING, INC. 14598 MERIDIAN PARKWAY, SUITE A 1 RIVERSIDE. CA 95518 1 951.511.40111 FAX 951.911.1198 PROJECT: CVWD Dike 4 Percolation Pond DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 lb/30" autohammer ELEVATION: basin floor cz.ra a 11 u 0. . oC 1; > a LCA ; 00 d" O a o y c N U a Pa a C7 BORI NG; B-5 Laboratory Tests DESCRIPTION U 5 7. le 11 ri 5 5 8 8 10 12 7 9 14 10 SM SP -SM SW -SM .t{ • %E. 4 Silty SAND with Gravel - dry, Tight gray, fine. becomes damp, decrease in gravel 1 Poorly -graded SAND with Sflt - damp, gray, coarse, occasional gravel. Well graded SAND with Silt and Gravel - damp, dark gray- - brown. GS (29.4%pass #200) GS (28.4% pass #200) HA 1 GS (14.8% pass #200) Boring terminated at 5 ft. below surface. B-5 Boring 8-5 Boring B-6 I 5 , CONSTRUCTION TESTING & ENGINEERING, INC. I1508 MERIDIAN PARKWAY, SUITE A 1 AIYEPSIOE, CA 95511 1 951.511.4011 1 FAX 951.571,41A1 PROJECT: , CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 Ib/30" autohammer ELEVATION: basin floor Depth (Feet) Bulk Sample Driven Type Blows / 6 inch Dry Density (pct) e E H o U.S.C.S. Symbol Graphic Log rri O eci - rn Laboratory Tests _ — — — .5- — — _ 5— _ 7,55 lo- 2,4 2 3 ^ 4 4 ~ 5 6-1 6 8 — SM .SP-SM� SW -SM: •8 : z:: :2 : Very Silty SAND - damp, light gray, traces of gravel. : Poorly-graTedSX DwTO Str and•Uravel - damp, gray, medium to coarse. Wen -graded SAND with Sift and Gravel - damp, (Tali gray- brown. GS (41.5% pass #200) HA GS (6.1% pass #200) GS (4.6% pass #200) — Boring terminated at 5 ft. below surface. B-6 Boring B-6 Boring B-7 CONSTRUCTION TESTING & ENGINEERING, INC. 14539 MERIDIAN FARM!, SOME A I RIVERSIDE. CA 97510 1951.571.4011 I FAX 951.511.4100 PROJECT: CVWD Dike 4 Percolation Ponds DRILLER: 2R Drilling (CME Track Rig) SHEET: • 1 of 1 CTE JOB NO: 40-2251 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 LOGGED BY: R. Ellerbusch SAMPLE METHOD: 140 lb/30" autohammer ELEVATION: basin floor Ei ,5 a v n Y s t~ s 3 v .c d 6 yP. 16 N 4/5 v ° V E, BORING: B-7 Laboratory Tests DESCRIPTION _ — •I - _ 7.5. 10- 2 3 3 4 5 4 9 6 6 84 SM sw-SM. L�:4 ,,. z ti� ;:: l 4 Silty SAND - damp to damp, gray, fine, occasional gravel. at 36" - becomes dark gray and medium grain with traces of gravel. I Well-graded SAND with Silt and Gravel - damp, dark gray- brown. GS (19.3% pass #200) HA GS (25.6% pass #200) � GS (33.6% pass #200) Boring terminated at 6 ft. below surface. . B-7 Boring B-7 CONSTRUCTION TESTING & ENGINEERING, INC. 11528 Nf11DIAA PAAIWAY. SUI11 A 1 AIVIASIBE, CA 92511 1951.721,1011 I fAX 951.521.1;81 PROJECT: CVWD Dike 4 Percolation Ponds CTE JOB NO: 40-2251 LOGGED BY: R. Ellerbusch DRILLER: 2R Drilling (CME Track Rig) SHEET: 1 of 1 DRILL METHOD: 8" Hollow stem auger DRILLING DATE: 6/25/2007 SAMPLE METHOD: 140 Ib/30" autohammer ELEVATION: basin floor 03 O. Col f a _O m Dry Density (pc r N O O 1n U 1n a0 O U C7 BORING: B-8 DESCRIPTION Laboratory Tests 4 5 5 6 6 5 8 7 14 12 16 7.5. 10- SM SP -SM Silty SAND - dry, light gray, very fine, traces of gravel. becomes damp increase in gravel oorly-graded SAND with Silt - gray, damp, medium to coarse, occasional gravel Well -graded SAND wrtl-i Silt and -Gravel - damp, dark gray - brown. at 58" - 1" silt lens Boring terminated at 6 ft. below surface. GS (32.9% pass #200) EIA GS (24.0% pass #200) B-8 Boring B-8 BORINGS BY EARTH SYSTEMS SOUTHWEST (2007b) DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on ASTM Designations D 2487 and D 2488 (Unified Soil Classification System). Information on each boring log is a compilation of subsurface conditions obtained from the field as well as from laboratory testing of selected samples. The indicated boundaries between strata on the boring logs are approximate only and may be transitional. 2" SOIL GRAIN SIZE U.S. STANDARD SIEVE 4 10 40 200 BOULDERS COBBLES GRAVEL •COARSE SANG SILT - CLAY 1 FINE COARSE! MEDIUM j FINE 305 76.2 19.1 4.76 2.00 0.42 0.074 SOIL GRAIN SIZE IN MILLIMETERS 0.002 RELATIVE DENSITY OF GRANULAR SOILS (GRAVELS, SANDS, AND NON -PLASTIC SILTS) Very Loose Loose Medium Dense Dense Very Dense *N=0-4 N=5-10 N=11-30 N=31-50 N>50 RD=0-30 RD=30-50 RD=50-70 RD=70-90 RD=90-100 Easily push a 1/2 -inch reinforcing rod by hand Push a 1/2 -inch reinforcing rod by hand Easily drive a 1/2 -inch reinforcing rod with hammer Drive a 1/2 -inch reinforcing rod 1 foot with difficulty by a hammer Drive a 1/2 -inch reinforcing rod a few inches with hammer *N=Blows per foot in the Standard Penetration Test at 60% theoretical energy. For the 3 -inch diameter Modified California sampler, 140 -pound weight, multiply the blow count by 0.63 (about 2/3) to estimate N. If automatic hammer is used, multiply a factor of 1.3 to 1.5 to estimate N. RD=Relative Density (%). C=Undrained shear strength (cohesion). CONSISTENCY OF COHESIVE SOILS (CLAY OR CLAYEY SOILS) Very Soft Soft Medium Stiff Stiff Very Stiff Hard Moisture Condition: Moisture Content: Dry Density: *N=0-1 N=2-4 N=5-8 N=9-15 N=16-30 N>30 *C=0-250 psf C=250-500 psf C=500-1000 psf C=1000-2000 psf C=2000-4000 psf C>4000 Squeezes between fingers Easily molded by finger pressure Molded by strong finger pressure Dented by strong finger pressure Dented slightly by finger pressure Dented slightly by a pencil point or thumbnail MOISTURE DENSITY An observational term; dry, damp, moist, wet, saturated. The weight of water in a sample divided by the weight of dry soil in the soil sample expressed as a percentage. The pounds of dry soil In a cubic foot. MOISTURE CONDITION Dry Absence of moisture, dusty, dry to the touch Damp Slight indication of moisture Moist Color change with short period of air exposure (granular soil) Below optimum moisture content (cohesive soil) Wet High degree of saturation by visual and touch (granular soil) Above optimum moisture content (cohesive soil) Saturated Free surface water PLASTICITY DESCRIPTION FIELD TEST Nonplastic Low Medium High A 1/8 in. (3 -mm) thread cannot be rolled at any moisture content. The thread can barely be rolled. The thread Is easy to roll and not much time is required to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. GROUNDWATER LEVEL V Water Level (measured or after drilling) Water Level (during drilling) RELATIVE PROPORTIONS Trace minor amount (<5%) with/some significant amount modifier/andsufficient amount to influence material behavior (Typically >30%) 1 El 1 LOG KEY SYMBOLS Bulk, Bag or Grab Sample Standard Penetration Split Spoon Sampler (2" outside diameter) Modified California Sampler (3" outside diameter) No Recovery Terms and Symbols used on Boring Logs Earth Systems Southwest MAJOR DIVISIONS GRAPHIC SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS COARSE GRAINED SOILS More than 50% of material Is large[ than No. 200 sieve size GRAVEL AND GRAVELLY SOILS More Uian 50°h of coarse fraction retained on No. 4` CLEAN GRAVELS a 5% FINES •%:.:.• • • •'• !'• , ••�r . r ;e,r'• •"i•r'1••r:•,. GW Well -graded gravels, gravel -sand mixtures, little or no lines := r.•r. +• .-+,+•+•+• + r• +• +• + k, r•r• r.r. r.•r +•.+ .• + +• .,e... GP , Poorly -graded gravels, gravel -sand mixtures. Little or no fines GRAVELS WITH FINES > f2%, FINES W ; { t t} { "1:T.:: • { ; r::';' ::; .:1.1: • GM Silty gravels, gravel -sand -slit mixtures 4'44444 , -44 -* ,� 4 �44 3 GC Clayey gravels, gravel -sand -clay mixtures sieve SAND ANO SANDY SOILS Mors than 50°I° of coarse fraction passing No. 4 sieve CLEAN SAND•'''':: {Little or no fines] 500 . SW Well -graded sands, gravelly sands, little or no lines t ::{:,k xsands, ' :?� :;'A'ru = 5P Poorly -graded sands, gravelly little or no fines SAND WITH FINES {appreciable amount of fines) > 12��° SM Silty sands, sand silt mixtures SC Clayey sands, sand -clay mixtures 1 1f�E GRAINEE] SOILS 50% or more of material Is smaller than No. 200 sieve size SILTS ANO CLAYS LIQUID LIMIT LESS THAN 5l] ML Inorganic silts and very fine sands, rock Flour, silty low clayey fine sands or clayey silts with slight plasticity / CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays I4 I I I II I I ii 11 i ; 1 1• OL Organic silts and organic silty clays of low plasticity LIQUID LIMIT GREATER MH Inorganic silty, micaceous, or diatomaceous One sand or silty soils CH Inorganic clays of high plasticity, fat clays N THAN 50 - ,/.. Fir :::/'`''Z/..;.." . r. e r r e'. r. r ....F.rrr rre ate Organic days of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS PT Peat, humus, swamp sails with high organic contents VARIOUS SOILS AND MAN MADE MATERIALS Fill Materials MAN MADE MATERIALS Asphalt and concrete Soil Classification System ti Earth Systems Southwest Earth Systems Southwest Boring No: B-1 Project Name: Travertine Project, Madison Street, La Quito, CA File Number: 1 11 12-02 Boring Location: See Figure 2 'a- 0 —5 — 10 — 15 — 20 Sample Type , o Penetration Resistance (Blows/6") U 4,5,5 4,5,5 6,7,7 SP -Slit ij 79811B Country Club Drivc, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Drilling Date: July 31, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 Auto Hammer Logged By: Dirk Wiggins Description of Units Note: The stratifrcalion lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. [Page lofl J Graphic Trend Blow Count Dry Density SAND WITII SILT: pale yellowish brown to white, medium dense, dry, fine to coarse grained trace fine to coarse gravels Total Depth 11.5 feel No Groundwater Encountered Cobbles and boulders encountered throughout • • cq Earth Systems Southwest Boring No: B-2 Project Name: Travertine Project, Madison Street, La Quita, CA File Number: 11112-02 Boring Location: See Figure 2 -. —5 — 10 – 15 — 20 Sample Type u 0 Penetration Resistance (Blows/6") 1,2,2 4,5,4 4,5,5 4,4,4 U SP -SM 7981113 Country Club (hive, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Drilling Date: July 31, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 Auto Hammer Logged By: Dirk Wiggins Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. [Page I of 11 Graphic Trend Blow Count Dry Density SAND WITH SILT: pale yellowish brown to white, loose to medium dense, dry, fine to coarse grained trace fine to coarse gravels Total Depth 11.5 feet No Groundwater Encountered Cobbles and boulders encountered throughout eEarth Systems Southwest 79611B Country Club Drive, Bermuda Drones, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Boring No: B-3 Project Name: Travertine Project, Madison Street, La Quita, CA File Number: 11112-02 Boring Location: See Figure 2 Drilling Date: July 31, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 Auto Hammer Logged By: Dirk Wiggins ,-7, Lt Sample Type Penetration Dry Density (pcf) Moisture Content (%) Description of Units Page 1 of 1 • Resistance cn Note: The stratification lines shown represent the 8 p q approximate boundary between soil and/or rock types Graphic Trend q mt 0 yr (Blows/6") and the transition may be gradational. Blow Count Dry Density — 0 SP -SM SAND WITH SILT: pale yellowish brown to white, loose to medium dense, dry, fine to coarse grained, - cobbles throughout, trace fine gravels L 4,5,5 • —5 3,5,5 _ —10 3,6,7 L — 15 5,7,10 • Total Depth 16.5 feet No Groundwater Encountered Cobbles and boulders encountered throughout — 7n Earth Systems Southwest 7981113 Country Club Drive, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Boring No: B-4 ProjectMune: Travertine Project, Madison Street, La Quito, CA File Number: 11112-02 Boring Location: See Figure 2 Drilling Date: July 31, 2007 Drilling Method: 8" 1-Iollow Stem Auger Drill Type: Simco 2800 Auto Hammer Logged By: Dirk Wiggins Satnple Type a o Y t 0 Penetration Resistance (B lows/6") rn U � o0 Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Page 1 of 1 Graphic Trend Blow Count Dry Density 5 10 — 15 — 20 l25 2,2,4. LAST 3,4,8 : , .' • • ' '• •' SM SILTY SAND: tnodet ate yellowish brown, medium dense to loose, damp to dry, fine to coarse grained, trace fine gravels pale to moderate yellowish brown Total Depth 9.5 feet No Groundwater Encountered BORINGS BY EARTH SYSTEMS SOUTHWEST (2007c) DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on ASTM Designations D 2487 and ID 2488 (Unified Soil Classification System). Information on each boring log is a compilation of subsurface conditions obtained from the field as well as from laboratory testing of selected samples. The indicated boundaries between strata on the boring logs are approximate only and may be transitional. SOIL GRAIN SIZE U.S. STANDARD SIEVE 12" 3" 3/4" 4 10 40 200 BOULDERS COBBLES GRAVEL SAND SILT , , CLAY COARSE 1 FINE COARSE MEDIUM FINE 305 76.2 19.1 4.76 2.00 0.42 0.074 SOIL GRAIN SIZE IN MILLIMETERS 0.002 RELATIVE DENSITY OF GRANULAR SOILS (GRAVELS, SANDS, AND NON -PLASTIC SILTS) Very Loose Loose Medium Dense Dense Very Dense *N=0-4 N=5-10 N=11-30 N=31-50 N>50 RD=0-30 RD=30-50 RD=50-70 RD=70-90 RD=90-100 Easily push a 1/2 -inch reinforcing rod by hand Push a 1/2 -inch reinforcing rod by hand Easily drive a 1/2 -inch reinforcing rod with hammer Drive a 1/2 -inch reinforcing rod 1 foot with difficulty by a hammer Drive a 1/2 -inch reinforcing rod a few inches with hammer *N=Blows per foot in the Standard Penetration Test at 60% theoretical energy. For the 3 -inch diameter Modified California sampler, 140 -pound weight, multiply the blow count by 0.63 (about 2!3) to estimate N. If automatic hammer is used, multiply a factor of 1.3 to 1.5 to estimate N. RD=Relative Density (%). C=Undrained shear strength (cohesion). Very Soft Soft Medium Stiff Stiff Very Stiff Hard Moisture Condition: Moisture Content: Dry Density: CONSISTENCY OF COHESIVE SOILS (CLAY OR CLAYEY SOILS) *N=0-1 N=2-4 N=5-8 N=9-15 N=16-30 N>30 *C=0-250 psf C=250-500 psf C=500-1000 psf C=1000-2000 psf C=2000-4000 psf C>4000 Squeezes between fingers Easily molded by finger pressure Molded by strong finger pressure Dented by strong finger pressure Dented slightly by finger pressure Dented slightly by a pencil point or thumbnail MOISTURE DENSITY An observational term; dry, damp, moist, wet, saturated. The weight of water in a sample divided by the weight of dry soil in the soil sample expressed as a percentage, The pounds of dry soil in a cubic foot. MOISTURE CONDITION Dry Absence of moisture, dusty, dry to the touch Damp Slight indication of moisture Moist Color change with short period of air exposure (granular soil) Below optimum moisture content (cohesive soil) Wet High degree of saturation by visual and touch (granular soil) Above optimum moisture content (cohesive soil) Saturated Free surface water DESCRIPTION Nonplastic Low Medium High PLASTICITY FIELD TEST A 1/8 in. (3 -mm) thread cannot be rolled at any moisture content. The thread can barely be rolled. The thread is easy to roll and not much time is required to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. GROUNDWATER LEVEL v Water Level (measured or after drilling) Water Level (during drilling) RELATIVE PROPORTIONS Trace minor amount (<5%) with/some significant amount modifier/andsufficient amount to influence material behavior (Typically >30%) 1 1 1 LOG KEY SYMBOLS Bulk, Bag or Grab Sample Standard Penetration Split Spoon Sampler (2" outside diameter) Modified California Sampler (3" outside diameter) No Recovery Terms and Symbols used on Boring Logs Earth Systems Southwest MAJOR DIVISIONS GRAPHIC SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS GRAVEL AND GRAVELLY SOILS- CLEAN GRAVELS <5%FINES ; •;. •% GW Well-graded gravels, gravel-sand mixtures, little or no fines r� r� r k. lrira#4ri• r' r i. 'r"'r 4..............4.4.4 fiiii i'r"'w• r.i 'ir°'r.v fifi :1` 'i f�.ilGP Poorly-graded gravels, 9 ravel-sand mixtures. Little or no fines COARSE GRAINED SOILS More than 50% of coarse fraction retained on No. 4 GRAVELS. WITH FINES > 12% FINES GM Silty gravels, gravel-sand-silt mixtures 11 1• Clayey gravels, gravel-sand-clay mixtures sieveGC More than 50% of is larger SAND AND SANDY SOILS�.'., CLEAN SANDlittle (Little or no fines) < 5% SW Well-graded sands, gravelly sands, or no fines :�:;::;..:..;<.;•:: Li::: ;.;;;...;.: i::;::::: SF Poorly-graded sands, gravelly sands, little or no fines material than No. 200 sieve size More than 50% of coarse fraction passing No. 4 sieve SAND WITH FINES (appreciable amount of fines):: n 12% :` ::`::;;; :' ;° SM Silty sands, sand-silt mixtures ' ' ' ' ' ' SC Clayey sands, sand-clay mixtures FINE-GRAINED LIQUID LIMIT LESS THAN 5g ML Inorganic silts and very fine sands, rock flour, silty low clayey fine sands or clayey silts with slight plasticity 7Inorganic CL clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays SOILSI SILTS AND Il' I E i; i I', I: iI 1' 1 J, OL Organic silts and organic silty clays of low plasticity 50% or more of material is smaller than No. 200 CLAYS LIQUID LIMIT GREATER MH Inorganic silty, micaceous, or diatomaceous fine sand or silty soils l CH Inorganic clays of high plasticity, fat clays sieve size THAN 50 J J J J/ / / / // l J/ / /JJJ l// J J l • / / / J/. / / / J / J l l / l / J J J / l / OH Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS ,›)5r,r,V ,�,,y a',r,ya',r.Y y ,r,%rr.r,,r yy y ,nr, PT mus, swamp soils with Peat, humus, high organic contents VARIOUS SOILS AND MAN MADE MATERIALS Fill Materials MAN MADE MATERIALS Asphalt and concrete Soil Classification System Earth Systems ti Southwest Earth Systems Southwest 79-811B Country Club Drive, 13crmuda Dunes, CA 92203 Phone (740) 345-1588, fax (760) 345-7315 Boring No: I-1 Project ane: Proposed "Travertine Project, La Quinta, CA File Number: 11112-04 Boring Location: See Figure 2 Drilling Date: August 17, 2007 Drilling Method: 8" Hollow Sten Auger Drill Type: Sipco 2800 w/ Auto Hammer Logged By; Dirk Wiggins fa 0 — 5 - IQ --- 15 --- 20 — 25 30 Penetration Resistance (Blows/6") Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may he gradational, Page 1 of 1-1 Graphic Trend Blow Count Dry Density 6,6,7 6,7,8 ::••: SM SILTY SAND: moderate yellowish brown, medium dense, dry, fine grained, few medium to coarse grained pale yellowish brown, fine to medium grained • SP -SM SAND WITH SILT: pale yellowish brown, medium 1 dense, dry, fine to medium grained, grab sample / Total Depth 13 feet No Groundwater Encountered Cobbles/Boulders Encountered 'Throughout t Earth Systems �i Southwest 79-81113 Country Club Drive, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Boring No: 1-2 Project acne: Proposed Travertine Project, La Quinta, CA File Number: 11112-04 Borii g Location: See figure 2 Drilling Date: August 17, 2007 Drilling Method: 8" Hollow Steni Auger Drill Type: Simco 2800 w/ Auto Hammer Logged 13y: Dirk Wiggins Sample T ype D. G Q Penetration Resistance (Blows/6") 0 E rn U ".1jZ 'o Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types 12, and the transition may be gradational. [Page 1 of 1_j Graphic "Trend Blow Count Dry Density —0 5 — 10 — 15 — 20 — 25 --- 30 SP -SM SAND WITI-I SILT: pale yellowish brown to white, loose, dry, fine to coarse grained I 3,4,5 medium dense pale to moderate yellowish brown I6,7,8 6,8,9 ... pale yellowish brown to white, few line gravel, grab sample Total Depth 20 feet No Groundwater Encountered Cobbles/Boulders Encountered Throughout Earth Systems Southwest 79-81113 Country Club Drive, 13ermiida Dunes, CA 92203 Phone (790) 345-1588, Fax (700) 345-7315 Boring No: I-3 ProjectName: Proposed Travertine Project, 1.,a Quinta, CA File Number: 11112-04 Boring Location: See Figure 2 Drilling Date: August 17, 2007 Drilling Method: 8" hollow Stem Auger Drill Type: Simco 2800 w/ Auto Hammer Logged 13y: Dirk Wiggins Q — 5 — 10 — 15 — 20 — 25 — 30 Penetration Resistance (Blows/6") rn 0 Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational, Page 1 of 11 Graphic Trend 13low Count Dry Density SP -SM SAND WITH SILT: pale yellowish brown to white, medium dense, dry, fine to coarse grained, trace fine gravel 111 6,8,10 • •cobbles 7,10,11 white minerals, Auger Refusal at 10 feet Total Depth 10 feet No Groundwater Encountered Cobbles/Boulders Encountered Throughout 1 Earth Systems �e Southwest Boring No: I-4 Project Name: Proposed Travertine Project, La Quinta, CA File Number: 11112-04 Boring Location: See Figure 2 79-51113 Conn hy Chub Drive, Bermuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345.7315 Drilling Date: August 17, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 w/ Auto Hammer Logged 13y: Dirk Wiggins r 0 — 5 --- 10 -- 15 ---- 20 — 25 — 30 Sample Type Oa a 8A v1 Penetration Resistance (Blows/6") O 0 rn' � w o 0 Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Page 1 of 1 Graphic Trend Blow CDunt Dry Density {� SP -SM SAND WITH SILT; pale yellowish brown to white, medium dense, dry, fine to coarse grained 1031,14 8,12,14 Dig 50/6" ... cobbles Auger Refusal at 7 feet Total Depth 7 feet No Groundwater Encountered Cobbles/Boulders Encountered Throughout Earth Systems Southwest 79-81113 Cowury Club Drive, 13enumda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Borin No: 1-5 Project Name: Proposed 'Travertine Project, La Quinla, CA File Number: 11112-04 Boring Location: See Figure 2 Drilling Date: August 17, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 w/ Auto hammer Logged 13y: Dirk Wiggins 0 5 — 10 - 15 — 20 — 25 -- 30 Sample Type w U a,• i} Penetration Resistance (Blows/6'') 0 0 o o Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Page 1 of 1j Graphic Trend Blow Count Dry Density SP -SM SAND WITH SILT: pale yellowish brown to white, loose, dry, fine to coarse grained, few fine gravel I I6,6,7 cobbles 1n 7,9,10 10,12,14 1 10,11,11 dense Total Depth 20 feet No Groundwater Encountered Cobbles/Boulders Encountered Throughout Earth Systems Southwest 79-81113 CounIry Club [hive, 13eonuda Dunes, CA 92203 Phone (760) 345-1588, Fax (760) 345-7315 Boring.No: I-6 Project Name: Proposed Travertine Project, La Quinta, CA File Number: 11112-04 Boring Location: See Figure 2 Drilling Date: August 17, 2007 Drilling Method: 8" Hollow Stem Auger Drill Type: Simco 2800 w/ Auto Hammer Logged 13y: Dirk Wiggins Sample Type w U ac F O <ir Penetration Resistance (Blows/6") o E Description of Units Note: "I'he stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Page 1 of 1 Graphic Trend Blow Count Dry [Density 0 ---- 5 — 10 L — 15 — 20 — 25 — 30 SP -SM SAND WITH SILT: moderate yellowish brown, loose, dry, fine to coarse grained 5,3,4 7,8,9 pale to moderate yellowish brown, medium dense grab sample few fine to coarse gravel ]I 10,11,13 some gravel ilI4,15,18 moderate brown, dense, damp, few fine gravel, cobbles Total Depth 20 feet No Groundwater Encountered Cohblesll3oulders Encountered Throughout Earth Systems Southwest 70-81 10 Couuliy Club Drive, Bermuda tunes, CA 92203 Phone (700) 345-1588, fax (700) 345-7315 Boring No: I-7 Project Name: Proposed Travertine Project, La Quinta, CA. File Number: 11112-04 Boring Location: See Figure 2 Drilling Date: August 17, 2007 Drilling Method: 5" Hollow Stene Auger Drill 'Type: Simco 2800 w/ Auto Hammer Logged 13y: Dirk Wiggins Penetration Resistance (Blows/6") 0 0 rn U 4.)o 0 Description of Units Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. Page 1 of -1 Graph lc'1icnd Blow Count Dry Density - 0 — 5 — 10 15 - 20 25 -- 30 SP -SM SAND WITH SILT: pale to moderate yellowish brown, loose, dry, fine to coarse grained, few fine to r2,4,6 1 coarse gravel medium dense [I 4,4,6 I cobbles di8,12,13 medium dense to dense dense Total Depth 15 feet No Groundwater Encountered Cobbles/Boulders Encountered Throughout TEST PITS BY EARTH SYSTEMS SOUTHWEST (2007d) DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on ASTM Designations D 2487 and D 2488 (Unified Soil Classification System). Information on each boring log is a compilation of subsurface conditions obtained from the field as well as from laboratory testing of selected samples. The indicated boundaries between strata on the boring logs are approximate only and may be transitional. SOIL GRAIN SIZE U.S. STANDARD SIEVE 12" 3" 3/4" 4 10 40 200 BOULDERS COBBLES GRAVEL SAND SILT • . CLAY •COARSE .1 FINE COARSE MEDIUM 1 FINE 305 76.2 19.1 4,76 2.00 0.42 0.074 SOIL GRAIN SIZE IN MILLIMETERS 0.002 RELATIVE DENSITY OF GRANULAR SOILS (GRAVELS, SANDS, AND NON -PLASTIC SILTS) Very Loose Loose Medium Dense Dense Very Dense *N=0-4 N=5-10 N=11-30 N=31-50 N>50 RD= -0-30 RD=30-50 RD=50-70 RD=70-90 RD=90-100 Easily push a 112 -inch reinforcing rod by hand Push a 1/2 -inch reinforcing rod by hand Easily drive a 1/2 -inch reinforcing rod with hammer Drive a 1/2 -inch reinforcing rod 1 foot with difficulty by a hammer Drive a 1/2 -inch reinforcing rod a few inches with hammer "N=Blows per foot in the Standard Penetration Test at 60% theoretical energy. For the 3 -inch diameter Modified California sampler, 140 -pound weight, multiply the blow count by 0.63 (about 2/3) to estimate N. If automatic hammer is used, multiply a factor of 1.3 to 1,5 to estimate N. RD=Relative Density (%). C=Undrained shear strength (cohesion). Very Soft Soft Medium Stiff Stiff Very Stiff Hard Moisture Condition: Moisture Content: Dry Density: CONSISTENCY OF COHESIVE SOILS (CLAY OR CLAYEY SOILS) "N=0-1 N=2-4 N=5-8 N=9-15 N=16-30 N>30 *C=0-250 psf C=250-500 psf C=500-1000 psf C=1000-2000 psf C=2000-4000 psf C>4000 Squeezes between fingers Easily molded by finger pressure Molded by strong finger pressure Dented by strong finger pressure Dented slightly by finger pressure Dented slightly by a pencil point or thumbnail MOISTURE DENSITY An observational term; dry, damp, moist, wet, saturated. The weight of water in a sample divided by the weight of dry soil in the soil sample expressed as a percentage. The pounds of dry soil in a cubic foot. MOISTURE CONDITION Dry Absence of moisture, dusty, dry to the touch Damp Slight indication of moisture Moist Color change with short period of air exposure (granular soil) Below optimum moisture content (cohesive soil) Wet High degree of saturation by visual and touch (granular soil) Above optimum moisture content (cohesive soil) Saturated Free surface water DESCRIPTION Nonplastic Low Medium High PLASTICITY FIELD TEST A 1/8 in. (3 -mm) thread cannot be rolled at any moisture content. The thread can barely be rolled. The thread is easy to roll and not much time is required to reach the plastic limit. The thread can be rerolled several times after reaching the plastic limit. GROUNDWATER LEVEL Water Level (measured or after drilling) Water Level (during drilling) RELATIVE PROPORTIONS Trace minor amount (<5%) with/some significant amount modifier/andsufficient amount to influence material behavior (Typically >30%) 1 1 1 LOG KEY SYMBOLS Bulk, Bag or Grab Sample Standard Penetration Split Spoon Sampler (2" outside diameter) Modified California Sampler (3" outside diameter) No Recovery Terms and Symbols used on Boring Logs Earth Systems Southwest MAJOR DIVISIONS GRAPHIC SYMBOL LETTER SYMBOL TYPICAL DESCRIPTIONS GRAVEL AND GRAVELLY SOILS CLEAN GRAVELS: <5%FINES '.�'�'�'.'.'�'•3' '1i; "__.� GW • Well-graded gravels, gravel-sand mixtures, little or no fines r: rr ryr�iryiryiry•• iriirsrir�r�w�r� r:w i■rnr•r .� :r�r�ririr r •rr••rr �•r�iryit •rr. � •r GP Poorly-graded gravels, gravel-sand mixtures. Little arnofines COARSE GRAINED SOILS More than 50% of coarse fraction retained on No. GRAVELS WITH FINES l2%FINES • :.:..,.. _ -/ i y s • '• ; 2 _ _ f i ' ' 0 _ i. ::" :$•' . : : "." " GM Silty gravels, gravel-sand-silt Silty rf I f 1 4. 1 GC Clayey gravels, gravel-sand-clay mixtures sieve More than 50% of is larger SAND AND SANDY SOILS CLEAN SAND (Little or no fines) < 5% '� SW Well-graded sands, gravelly sands, little or no fines :-E's`: `i> `';`` = `' `'= •_• ': ` _ :: _ : SP t Poorly-graded sands, gravelly sands, little or no fines material than No. 200 sieve size More than 50% of coarse traction passing No. 4 sieve SAND WITH FINES (appreciable amount of fines) 12% ::.:: :: }' } :: :< '- SM Silty sands, sand silt mixtures .: :: SC Clayey sands, sand-clay mixtures FINE-GRAINED LIQUID LIMIT LESS THAN 50 ML Inorganic silts and very fine sands, rock flour, silty low clayey fine sands or clayey silts with slight plasticity /7 CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays SOILS SILTS AND i I' i i OL Organic silts and organic silty clays of low plasticity 50% or more of material is smaller CLAYS LIQUID LIMIT MH Inorganic silty, micaceous, or diatomaceous fine sand or silty soils CH Inorganic clays of high plasticity, fat clays than No. 200 sieve size GREATER - THAN 50 .... •..... ............. } , Organic clays of medium to high plasticity, organic silts HIGHLY ORGANIC SOILS . ,4.4 #.r '' Y.Y. YJ'Y 4V. ZZ)Z- y r y.YJ'J V. PT Peat, humus, swamp soils with high organic contents VARIOUS SOILS AND MAN MADE MATERIALS Fill Materials Asphalt and concrete MAN MADE MATERIALS Soil Classification System lai Earth Systems Southwest 0Earth Systems Southwest ?9-8110 Country Club Drive, l3cnnuda Dunes, CA 92203 Telephone (700) 345-1588 Fax (704) 345-7315 Test Pit No: TP -1 Project Name: 'Travertine File Number: 11112-04 "Test Pit Location; See Figure 2 Exploration Date: October 16, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Sample TypeO U O co 2 c} y, U G c) P V Moisture Content (%) Note: approximate Description of Units IPage 1 of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. — - — 51 — 10 --- 15 — 20 - - 25 n SW 114 113 1 1 0.8 0.53 0A0 WELL GRADED SAND: light brown to white, dry, fine to coarse grained with abundant fine to coarse grained gravels, all sizes of cobbles, small boulders Approximation By Weight: 40% Sands and Gravels 50% Cobbles (to 12") 10% Boulders GPS: 569416, 3716840 Elevation: 61 feet Total Depth: 20 feet Groundwater not encountered Bedrock not encountered I-Iigh caving probability due to Targe boulders Backfilled with native soil Earth Systems Southwest 79-81113 Country Club Drive, Bermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760} 345-7315 Test Pit No: TP -2 Project Name: Travertine File Number: 1 1 1 12-04 Test fit Location: See Figure 2 Exploration Date: October 16, 2007 Excavation Method; Excavator Logged By: D. Wiggins Depth (Ft.) Sample' Type L...,o c a. t. C, ',L)r • R. Moisture Content (%) Note: approximate Page 1 of 1 Description of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational, —0 - — — 10 --- 15 —20 - 25 ....... n SW WELL, GRADED SAND: dense, dry, sand matrix with predominant boulders, gravels and cobbles to 10 feet Approximation By Weight: 30% Sands and Gravels 30% Cobbles (to 12") 40% I3ouldcrs 10 to 18 feet: mostly sand and gravels, few cobbles and boulders 18 to 20 feet: boulders predominant, largest boulders 2,5 feet m diameter, abundant cobbles and gravels, medium grained sands GPS: 569021, 3716850 Elevation: 117 feet Total Depth: 20 feet Groundwater not encountered Bedrock not encountered High caving probability Backfilled with native soil Earth Systems Southwest 79-81113 Cannily Club Drive, 13ernuida Duties, CA 92203 Telephone (700) 345-1588 Fax (700) 345-7315 Test Pit No: TP -3 Project Name: Travertine Pile Number: 1 1 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 16, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Sample Type_ .., Ci . p ., 0 0 in 5 O n >, Eae v) 0 Note: Dry Density (pet) Moisture I� Content (%) approximate Page 1 of 1 Description of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational, 0 - - — 5 --- 10 — 15 — 20 - ""' 25 -2n SW ] 16 0€ 5 WELL GRADED SAND: light brown to white, dense, dry, fine to coarse grained sand with some fine to coarse gravels, boulders from surface to depth, abundant cobbles Approximation By Weight: 20% Sands and Gravels 40% Cobbles 40% Boulders very large boulders (from landslide) encountered at 5 feet GPS: 568662, 3717050 Elevation: 179 feet Total Depth: 13 feet Groundwater not encountered Bedrock not encountered No stratification 1-ligh caving potential Backfilled with native soil det Earth Systems �"�e Southwest 79-8[113 Country Club Drive, Bermuda DLfl s, CA 92203 Telephone (700) 345-1588 Fax (700) 345-7315 Test Pit No: TP -4 Project Name: Travertine File Number: 11 1 12-04 "Test Pit Location: See Figure 2 Exploration Date: October 16, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Bulk _ r SPT t mop Calif. 5. to Dry Density (pci) Moisture Content (%) Page 1 or t Description of Units J >, C%7 Note: The stratification lines shown represent the approximate boundary between soil and/or rock types and the transition may be gradational. —0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand with tine to coarse gravels, abundant cobbles (to 8" diameter) 116 0.7 Approximation By Weight: 70% Sands and Gravels 20% Cobbles 10% Boulders 5 1'Cly lame boulders removed here — 10 — 1$ — 20 GPS: 567996, 3717080 Elevation: 273 feet "Total Depth: 15 feet (due to boulders) Groundwater not encountered Bedrock not encountered - No stratification — 25 High caving potential Backfilled with native soil on Earth Systems Southwest 79-81113 Co«ntq- Club Drive, 13ciiuuda Duncs, CA 92203 Telephone (760) 345-1588 ]ux (760) 345-7315 Test Pit No: T'-5 Project Nance: Travertine File Number: 1 1 1 12-04 Test Pit Location: Scc Figure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged 13y: D, Wiggins Depth (Ft.) Bulk ,_,. v: SPT �'a' MOD Calif. e, c.) Dry Density (pet) Moisture Content (%) Description of Units Page 1 of 1 E U en Note: 'Clic stratification Innes shown represent the approximate boundary between soil tend/or rock types and the transition may be gradational. (} SW WELL GRADED SAND: loose to medium dense, dry, mostly fine to coarse grained sand, few cobbles to 10 feet, fine to coarse grained gravels Approximation 13y Weight: - 600/a Sands and Gravels 10% Cobbles 30% Boulders --- 10 — 15 — 20 ..._ GPS: 567740, 3717370 Elevation: 304 feet Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Some stratification 25 Moderate caving observed in test pit Backfilled with native soil -)n Earth Systems (04-0, �Southwest 79-8110 Coonliy Club Drive, Bermuda Dulles, CA 92203 'Telephone (760) 345-1588 fax (760) 345-7315 Test Pit No: 'P-6 Project Name: 'Travertine File Number: I 1112-04 Test it Location: Scc Figure 2 Exploration Dale: October 15, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins 1 Depth (Ft.) Sample Type vNote: A C., `-' N o crt USCS Dry Density (Pc0 Moisture Content (%) a1proximate Page 1 of 1 Description of Units The stratification lines shown represent the boundary between soil and/or rock Types and the transition may be gradational. —5 --- 10 -- 15 — 20 — 25 On Sl' -SM SAND TO SILTY SAND: light brown to white, medium dense, dry, mostly fine to coarse grained sand, occassional cobble ..... SW WELL GRADED SAND: light brown, medium dense to dense, dry, mostly medium to coarse grained sand, abundant gravel and cobbles (to 8" diameter) to 9 feet over sire cobbles and boulders dominate by weight from 9 to 25 feet Approximation By Weight: 60% Boulders from 9 to 20 feet 30% 13oulders from 20 to 25 feet GPS: 567932, 3717684 Total Depth: 25 feet Groundwater not encountered Bedrock not encountered Stratification not evident Extreme risk of caving due to boulders and dry conditions below 9 feet Backfilied with native soil CO Earth Systems Southwest 79-81113 Country Club Drive, Bermuda Dimes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -7 Project Name: Travertine File Number; 11112-04 'lest 'it Location: See Figure 2 Exploration Date: October 17, 2007 Excavation Method: Excavator Logged By: 1.D. Wiggins Depth (Ft.) Sample, Type ,.; u u Moisture Content (%) Page 1 of l of Units Note: v) Ca The stratification lines shown represent the 1 n a. approximate boundary between soil anchor rock types 0 Q and the transition may be gradational. 0 sti WELL GRADED SAND: light brown to white, dry, fire to coarse grained sand with abundant gravels and cobbles to 12" diameter Approximation By Weight: 50% Sands and Gravels 40% Cobbles — 5 10% Boulders — 10 possible cobble layer — 15 — 20 GPS: 568522, 3717350 Elevation: 176 feel Total Depth: 15 feet _ Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil ,fl Earth Systems Southwest 79-811B Country Club ]Drive, Bermuda Dulles, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -8 Project Name: Travertine File Number: 1 1 I t2-01 "Test Pit Location: See Figure 2 Exploration Date: October 17, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins fl -6. ". Sample Type 1 6 m 0 p cn 5 J ~' . Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown I'('preseIIt the boundary between soil anchor rock types and the transition may be gradational. —0 - SW WELL GRADED SAND: dense, dry, fine to coarse grained sand, abundant gravels and cobbles ft-om surface to bottom 4- Approximation I3y Weight: 60% Sands and Gravels 30% Cobbles — 5 10% Boulders — 10 15 — 20 -- 25 .... boulders at bottom of excavation GI'S: 568350, 3717330 Total Depth: 25 feet Groundwater not encountered Bedrock not encountered No stratification visible Moderate caving potential Backfilled with native soil Earth Systems Southwest 79-81113 CowlIiy Club Drive, f3enrtuda Dunes, CA 92203 'Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -9 Project Name: Travertine Pile Number: 1 1 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 16, 2007 Excavation Method: I�xcavator Logged I3y: D. Wiggins Depth (Ft) Bulk �; --..f.: SPT = c — MOD Calif n Symbol UNote: ;n ,,,;, L„.., a r, Moisture Content (%) approximate of Units Page 1 Of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. _" 0 � SW 1 1 9 0 0.9 WILL, GRADED SAND: light brown to white, medium dense to dense, dry, fine to coarse grained sand, abundant gravels and cobbles Approximation By Weight: 104.5 1.5 50% Sands and Gravels 40°' Cobbles -, 5 10% Boulders 102 1,1 — 10 • — 15 — 20 cobble layer (resistant) boulders at bottom of excavation GPS: 569440, 3717140 — 25 Total Depth: 23 feet Groundwater not encountered Bedrock not encountered Moderate caving potential Backfilled with native soil ._ 1n Earth Systems Southwest 79-8110 Country Club Drive, 13crmuda Dunes, CA 92203 Telephone (760) 345.1.588 Fax (760) 345-7315 Test Pit No: TP -10 Project Name: Travertine € ile Number: 11 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 16, 2007 €:xcavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft.) .......................... Sample Type Symbol N Moisture Content (%) Page 1 of 1 Description of Units The stratification lines shown represent the Note: H 0 n approximate boundary between soil and/or rock types and the transition may be gradational. — 0 : sW WELL GRADED SAND: light brown to white, medium dense, dry, fine 102.4 0.7 to coarse grained sand, abundant gravels and cobbles, no large boulders Approximation By Weight: II(i.3 0.35 48`/ Sands and Gravels 50% Cobbles — 5 110.5 0,3s 2% Boulders — 10 — 15 __ 20 25 GI'S: 569483, 3717480 Total Depth: 25 feet - Groundwater not encountered Bedrock not encountered Some stratification visible Moderate caving potential Backfilled with native soil Earth Systems Southwest 79-51113 Country Club Drive, Bermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -11 Project Name: Travertine File Number: 1 l 112 01 Test >it Location: See Figure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged By: 1). Wiggins (r Bulk SPT MOD Calif, C l�� -1 -+ ,:-' a. a4 S ' / Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. --0 - — 5grained — 10 — 15 20 25 '2n SP -SM SAND TO SILTY SAND: light brown, medium dense, dry, fine to coarse grained sand, trace cobbles •••••••• Sw WLl_,I, GRADED SAND: light brown, medium dense, dry, fine to coarse sand, stratified with cobbles, abundant gravels, trace oversize and boulders Approximation By Weight: 95% Sands, Gravels, and Cobbles 5% Boulders Note: from surface to 25 feet, at least 15 flood episodes - each "strata" about 2 foot thick GPS: 569517, 3717842 Total Depth: 25 feet Groundwater not encountered Bedrock not encountered Moderate caving Backfilled with native soil Earth Systems Southwest 79-81115 Country Club 1>rivc, Bemutda Dunes, CA 92203 't'elephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -12 Project Name: Travertine File Number: 1 1 1 12-04 'fest Pit 1,ocation: See Figure 2 Exploration Date: October 16, 2007 _ Excavation Method; Excavator Logged 13y: D. Wiggins Depth (Ft.) Sample Type - Q 0 Symbol. 0 ;;; Dry Density (psi) Moisture Content (%) Note: approximate Description of Units Page 1 of 1 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. — 0 . _ - — 5 — 10 — 15 — 20 — 25 ....... SW 117 t10 112 0.6 0.9 0.9 WELL GRADED SAND: light brown, dense, dry, sands near surface, boulders near surface predominantly cobbles (to 12" diameter) from 2 feet Approximation 13y Weight: 20% Sands and Gravels 70 to 80% Cobbles and Boulders GI'S: 569143, 3717100 'focal Depth: I5 feet Groundwater not encountered Bedrock not encountered No stratification obvious High caving potential 13ackfilled with native soil Earth Systems 'Vol Southwest 79-81113 Country Club Rive, Bermuda 1)ttes, CA 92203 Telephone(760)345-1588 Fax (760) 345.7315 Test Pit No: TP -13 Project Name: 'l'ravel'tinc File Number: 1 1 1 12-04 Test Pit location: See Figure 2 Exploration Date: October 18, 2007 Excavation Method: Excavator logged 13y: D. Wiggins Depth (Ft.) SType u s 12: O <n 5_ O .0 = v.)' `! (/; �, Dry Density (Pef) Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown rcpresenl the boundary between soil and/or rock types and the transit 00 may be gradational. — 0 sW WEI.,I.. GRADED SAND: light brown to white, dense, dry, fine to coarse - brained sand, cobbles > 50%, abundant graves - --- 10' thick layer of cobbles (8-121 to 12' deep 102 0.8 Approximation By Weight: 40% Sands and Gravels —5 40% Cobbles 20% Boulders — 10 — 15 - boulders at bottom ofexcavation — 20 GPS: 5691230. 3717355 - 'Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil __ 111 Earth Systems %tawr Southwest 79-811B Coun€y Club Drive, 13ennuda Dunes, CA 92203 'telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -14 Project Name: Travertine 1`11C Number: 11112-04 "fest 'it Location: Sec Figure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (pt.) Sample Type v HO cn c >, J c- Q 'Moisture Content (%) Note: approximate [Page 1 or l Description of Units _ : The stratification lines shown represent the boundary between sod and/or rock types and the transition may be gradational. :: SW WELL GRADED SAND: light blown, very dense, dry, fine to coarse grained sand on cobbles and boulders abundant gravels Approximation By Weight: 30% Sands and Gravels 20% Cobbles 5 ....... 60% Boulders — 10 Rellisal on boulder GYPS: 568800, 3717300 Total Depth: 10 feet Groundwater not encountered - Bedrock not encountered — 15 1-[igh caving potential 13ackl6lied with native soil — 20 — 25 -.1n Earth Systems "may Southwest 79-81113 County Club Drive, Bermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -15 Project Name: 'Travertine File Number: 1 1 1 12-04 Test Pit Location: Sce Figure 2 Exploration Date: October 18, 2007 Excavation Method: Excavator logged 13y: D. Wiggins 1 Depth (rt.) 1 Sample Type—Description vccn o _ % Symbol „ Q G j Moisture Content (%) Note: approximate Page 1 of 1 of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. SW WELL GRADED SAND: light brown, dense, dry, line to coarse grained sand, abundant gravel and cobbles to 12" diameter Approximation By Weight: -1 I0 1 p 75% Sands and Gravels $ 20% Cobbles 5% Boulders — 10 No boulders at bottom o#'excavation — 15 .. , — 20 GPS: 568752, 37/7410 "Total Depth: 15 feet Groundwater not encountered Bedrock. not encountered Moderate caving potential — 25 Backfilled with native soil — 7n Earth Systems Southwest 79-81113 Cowin) Club I)rive, Bermuda Dunes, CA 92203 -Telephone (700) 345-1588 FaN (760) 345-7335 Test Pit No: TP -16 Project Name: Travertine File Number: 11112-04 "Fest Pit Location: Sec Figure 2 Exploration Date: October 17, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth TO Bulk- SPT =^ MOD Calif. ;---7 ; Symbol c v 7Descr u In V Moisture I Content (%) Note: apprOXlmalC Page 1 of 1 Description of Units The stratification lines shown represent the boundary bet een soil and/or rock types and the transition may be gradational. {) :. .. SM SILTY SAND: light brown to white, medium dense, dry, fine to coarse - ; .' .: grained sand with abundant gravel and cobbles to 10" diameter ' Approximation 13y Weight: _ • ' • 80% Sands and Gravels — 103 1.5 20% Cobbles 1% Boulders —10 .. --- 15 . . .- dense — 20 — 25 - GPS: 568550, 3717728 Total Depth: 26 feet Groundwater not encountered Bedrock not encountered Moderate caving potential ]3aekt-lied with native soil ill Earth Systems Southwest 79-8111 Country Club Drive, l3cnisuda 17unes, CA 92203 Telephone (760) 345-1555 Fax (760) 345-7315 Test Pit No: TP -17 Project Name: Travertine File Number: 1 11 12-04 Test it Location: Sec F.gurc 2 Exploration Date: October 18, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Sample, 'type ad _ o o 5 USCS .N E approximate Q Moisture Content (%) Note: Page 1 o1' 1 i Description of Units The stratification lines shO\+'n represent the boundary between soil and/or rock types and the transition may be gradational. 0 sw W1I'LL GAADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant cobbles and gravel Approximation 13y Weight: 106 0.75 75% Sands and Gravels .— 5 20% Cobbles — 5% Boulders -- 10 — 15 — 20 GPS: 568726, 3717.660 Total Depth: 20 Cert Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 13acklilled with native soil — 1 n Earth Systems Southwest 79-81 113 Coma)! Club Chive, Inc much Dunes, CA 92203 Telephone (760)345-1588 Fas(760)315-7315 Test Pit No: TP -18 Project Name: travertine 11112-04 "]-est 'it Location: See Figure 2 Exploration Date: October 18, 2007 Excavation Method: Excavator Logged 13y: 1). Wiggins Depth (Ft) Sample, TypeDescription C - 0- O G . u ;,a c.- fi o Moisture Content (%) Note: approximate Page 1 of Y of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition niay he gradational. —0 SW WELL GRADED SAND: light brown, dense, dry, fine to coarse grained sand, abundant cobbles 112 0.7 Approximation By Weight: '- 50% Sands and Gravels , 40% Cobbles 10% 1.3otilders --- 10 — 15 — 20 GPS: 568880, 3717590 Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 l3acklil]ed with native soil C, Earth Systems '1� Southwest 79-91113 Co11ii1ry Club Drivc, Bermuda Dom's, CA 92203 Telephone (760) 345-1588 Fa` (700) 3,15-7315 Test Pit No: TP -19 Project Name: Travertine File Number: 11112-0# `fest Pit Location: See Figure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged By: D• Wiggins Depth (Et.) Sample Type u .e p a. 0 v,, Dry Density (net') Moisture Content (%) Note: approximate Description of Units LPage 1 of 1 The stratification lines shown represent the boundary between sod and/or rock types and the transition may be gradational. SW WELL GRADED SAND: light brown to white, dense, dry, fine to coarse T grained sand, abundant gravel and cobbles to 8" diameter, scattered small boulders 105 0.3 Approximation 13y Weight: 80% Sands and Gravels — 5 — 15% Cobbles < 5% Boulders — 10 few large boulders in bottom — 15 ......•• -- 20 GPS: 569268, 3717590 "rota] Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 13ackFilled with native soil — In Earth Systems Southwest 79-81113 Country Club Drive, 13ernunia Dunes, CA 92203 Telephone (790) 345-1558 Fax (760) 345-7315 Test Pit No: 'TP -20 Project Name: Travertine File Number: 1 1 l2 04 Test Sit Location: See Figure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft.) Bulk ;i SPT - MO0 Calif. Symbol 'Page �, `� rti U i., ,9 NNote; -' 0 approximate t of 1 I)escrii�tio�i< of Units The stratification lines sh0wn represent the.o boundary betwccn soil and/or rock typos and the transition may be gradational. 0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained, abundant gravel and cobbles 110 0.3 Approximation 13y Weight: 75% Sands and Gravels 5 20% Cobbles < 5% Boulders — 10 — 15 — 20 GPS: 569097, 3717720 'Fatal Depth: 20 foot Groundwater not encountered Bedrock not encountered Some thin stratification visible — 25 Moderate caving potential Backfilled with native soil n Earth Systems Southwest 79-S1113 Count), Club Drive, 13enuda Dunes, CA 92203 'rctcllhonc {760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -21 Project Name: Travertine File Number: 11112-04 'rest 'it. Location: Seel.' gure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged By: 1D. Wiggins IDepth (Ft.) Sample Type c_i o E vi . , Moisture • Content (%) Note: Description of Units Page 1 of 1 'I'Iic stratification lines shown represent the .leM>, a- O cA ^, t^' �" .__. approximate boundary between soil and/or rock types and the transition may be gradati 011ie SP -SM SAND WITH SILT: light brown, medium dense, dry, fine to coarse W grained, trace fine gravel : SW WELL GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand, some fine to coarse gravel and few cobbles to 3" diameter 5 = " Approximation By Weight: 95% Sands, Gravels and Cobbles to 3" diameter Occasional cobbles > 6° t0 < 10" ]race small boulders — 10 trace larges' cobbles and trace small boulders --- 15 — 20 GPS: 568893, 3717822 - Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Stratification evident -- 1' thick each throughout — 25 Moderate caving potentia] 13ackfilied with native soil — sn et Earth Systems '� Southwest 79-$1 113 Country Club Drive, Bermuda Dunes, CA 92203 'telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No; TP -22 Project Name: Travertine File Number: 11112-04 'West Pit Location; See F.gure 2 Exploration Date: October 17, 2007 Excavation Method: Excavator Logged By: D. Wiggins ' Depth (Ft.) Sample Type w c 1 L Q L', 2 .0 u ;� -- , Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition nay be gradational. SW WELL GRADED SAND: light brown to white, dense, dry, fine to coarse grained sand to 2' , abundant gravel and cobbles to 6" diameter throughout 103 0.3 Approximation By Weight: - 20% Sands and Gravels — 5 30°%o Cobbles - - 50% Boulders --- 10 Refusal on boulders — 15 — 20 GPS: 568420 1, 37171 66 N Total Depth: 12 feet Groundwater not encountered Bedrock not encountered No stratification visible — 25 High caving potential Backfilled with native soil -1n Earth Systems +ter Southwest 79-81113 Country Club 1Jrivc, l3cnnucta Dunes, CA 92203 Telephone (700) 345-1558 Fax (760) 345-7315 Test Pit No: 'TP -23 Project Name: "1'rave1'tine File ]dumber: 11112-04 Test 'it /Location: See Figure 2 Exploration Date: October 17, 2007 Excavation Method: Excavator Logged By: 0. Wiggins Depth (Ft) Sample Type 7 ' ' : 0 -8 -e"., V: U Dry Density (pct) Moisture Content (%) Note: approximate /'age 1 of 1 Description of Units The stratification iincs show» represent the boundary between soil and/or rock types alit the transition may be gradational. v; 5 0 ' SW W121..I., GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained, gravel below 2', abundant cobbles and gravel 106 0.9 - Approximation 13y Weight' 75% Sands and Gravels — 5 20% Cobbles 5% Boulders --- 10 — 15 20 GPS: 568200, 3717330 N - Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Some stratification Visible — 25 Moderate caving potential Backfilled with native soil ... 1 n Earth Systems �/ Southwest 79-81113 Couttlry Club Drive, l3enuuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (700) 345-7315 Test Pit No: TP -24 Project Nance: Travertine File Number: ] 1 I € 2-04 Test Pit Location: See Figure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged 13y: 13. Wiggins 1 Depth (Ft.) Sample;,, Type Symbol r$ Moisture Content (%) 3 Page 1 of 1 Description of Units v 0 Q Note: The stratification lines shown represent the approximate boundary between soil and/or rock types b. on 00 'fSand the transition may he gradational, — 0 • SW WELL GRADED SAND: light brown, very loose to loose, dry, fine to - coarse grained, few gravel, occasional cobbles to 8" diameter top to bottom - medium dense Approximation By Weight: 85% Sands. Gravels and Cobbles —5 15% Boulders dense --- 10 • — 15 — 20 .• ..... GPS: 567893, 3717489 Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Thinly bedded stratification evident top to bottom — 25 Moderate caving of bole Backfilled with native soil -,n Earth Systems Southwest 79,81111 Country Club Drive, 13ennuda Dunes, CA 92203 "Telephone (760) 345-1588 Fax-. (760) 345-7315 Test Pit No: TP -25 Project Name: `hravertinc filc Number: I 1 112-04 'fest Pit Location: See Figure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) N Sample Typea Moisture Content (%) p�, Description ofUnits—._. [ age 1 of l �� a. Note: approximate The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. — 0 SW WELL GRADED SAND: light brown, loose, dry, fine to coarse grained sand with abundant gravel and cobbles to 8" diameter medium dense to very dense Approximation By Weight: -- 50% Sands and Gravels 5 20% Cobbles 30% Boulders — 10 — 15 dense — 20 —25 GPS: 568159, 3717603 – Total Depth: 25 feet Groundwater not encountered Bedrock not encountered Thin stratification layers visible Moderate caving potential Backfillcd with native soil — '2 fl Earth Systems Southwest 79-811B Cannily Chkb Chive, Bermuda Dunes, CA 92203 "telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -26 Project Name: Travertine File Number: l 11 12-04 "fest 'it Location: See figure 2 Exploration Date: October 18, 2007 Excavation Method: Excavator Logged By: D. Wiggins ' Depth (Pt.) Sample Type L'..) i.7, S q </ Symbol :.D c- p - r� Moisture Content (%) Note: approximate Description of Units Page 1 of 1 j The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. 0 SW WELL. GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand below 2' with abundant gravel and cobbles, trace large boulders 100 0.9 Approximation By Weight: • — 70% Sands and Gravels 5 30% Cobbles 1 % 13ou1ders -- 10 i? — 20 — 25 GPS: 568271, 3717471 Total Depth: 23 feet - Groundwater not encountered Bedrock not encountered Some thin stratification layers obvious - Moderate caving potential l3ackfilteci with native soil f, Earth Systems Southwest 79-$1113 Country Club Drive, 13ennada Dunes, CA 92203 Telephone (760) 345-15$$ Fax (700) 345-7315 Test Pit No: TP -27 Project Name: Travertine File Number: 11112-04 Test Pit Location: See Figure 2 Exploration Date: October 15, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft) Sample Type C. F- n 0 Symbol f Dry Density (Per) Moisture Content (%) Note: approximate Page 1 of 1� Description of Units 'Hie stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. —0 - 5 — 10 — 15 — 20 — 25 __ 1A SP -SM Sw __WELL SAND WITH SILT: light brown t0 white, medium dense, dry, fine to coarse grained GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand, some fine to coarse gravel and cobbles to 3" diameter Approximation 13y Weight: 98% Sands, Gravels and occasional Cobbles to 3" diameter 2% Boulders (trace) — 20% Boulders, abundant large cobbles 8-15' deep trace larger cobbles and trace small boulders — (iPS: 568184, .3717834 'l'otal Depth: 15 feet Groundwater not encountered Bedrock not encountered Stratification not very evident Moderate caving of hole Backfilled with Native soil Earth Systems Southwest 79-81 113 Counny Club Drive, Bermuda lluncs, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -28 Exploration Date: Project Name: Travertine File Number: 112-{)4 Excavation Method: Excavator Test Pit Location: See Figure 2 Logged By: D. Wiggins Depth (Ft.) Sample Type Symbol Moisture Content (%) Page 1 of 1 Description of Units U Q c• Note: The stratification lines shown represent the x a Q approximate boundary between soli and/or rock types and the transition may be gradational. —0 — 5 — 10 — 15 — 20 25 --- 30 Test Pit Not Excavated Earth Systems Southwest 79-81113 Caunuy Club Drive, l5ernuula 1)unes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -29 Project Name: Travertine File Number: 11132-04 Test Pit Location: Sec Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged 13y: 1). Wiggins 1 Depth (Ft.) Typ' lc Type U Symbol .,page ,,, Moisture Content (%) Note: 1 of I] Description of Units The stratification lines shown represent the s , p C7 E. J .., Q" i approximate boundary between soil and/or rock types and the transition may be gradational, —0 = SW WELL, GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" Approximation By Weight: 80% Sands and Gravels — — 19% Cobbles < 1% Boulders ---- I0 cobbles at bottom 15 .... — 20 GPS: 568573 17:, 3718706 N Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential -- 25 Hole not backfilled - 111 Earth Systems Southwest 79-8110 Country Club Drive, Bermuda Duncs, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -30 Project Name: 'Travertine File Number: 1 1 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged 13y: 1), Wiggins Depth (Ft,) Sample TypeDescription Symbol Moisture Content {%) of Units Page 1 of 1 The stratification lines shown represent the U 0 �- Note: dapproximate G3 0 boundary between soil and/or rock types and the transition may be gradational. U •>'/\% yy\> yy\> y\> RX ROCK: — 80% boulders at surface to 10', abundant cobbles, dense, dry \>/y\>' —5 ,yy\i' - ,>\>' yy \>/\,>/\>' _ ,yy\> — 10 :: SW WELL GRADED SAND: light brown to white, medium dense, dry, fine - to coarse grained sand to mostly gravel, cobbles and sand — 15 light brown, clamp, abundant gravel and cobbles to 10" diameter, few boulders -- 20 ---90%cobbles, sand and gravel, no boulders —25 -.---'— ._— GPS: 568010, 3718496 N Total Depth: 25 feet Groundwater not encountered _ Bedrock not encountered High top caving potential Ilole not backfilled !hj Earth Systems } Southwest 79-81113 Country Club Drive, 13crmuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -31 Project Name: Travertine Dile Number: 11 l 12-04 `Fest Pit location: Sec Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged By: 1). Wiggins Depth (Ft.) Sample 'type' ca c0 cn Symbol :D' Q- n Moisture Content (%) Mote: approximate Description of Units Page 1 or 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. — 0 - :• SW WELL GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" diameter, white minerals Approximation By Weight: - 75% Sands and Gravel 5 15% Cobbles 10% Boulders — 10 few boulders at bottom 15 Refusal at 15' — 20 GI'S: 568011 E, 37180701' Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil 1n Earth Systems Southwest 79-81113 Country Club DI lye, Bermuda Duties, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -32 Project Name: Travertine File Number: 1 1 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Samp1 ypelcDescription Symbol Dry Density (pet) Moisture Content (%) of Units Page 1 of 1 U Note: The stratification lines shown represent the a i� o 5 n D approximate boundary between soil and/or rock types and the transition may be gradational. 0 • SW WELL GRADED SAND: light brown to white, medium dense, dry, fine - to coarse grained sand, abundant gravel and cobbles to 12" diameter, some boulders near surface Approximation 13y Weight: – 80% Sands and Gravel — 5 – 15% Cobbles 11 I 0.5 – 5% Boulders — 10 — 15 no boulders at bottom 20 Gi'S: 567900, 3718060 Total Depth: 20 feet Groundwater not encountered Bedrock_ not encountered Moderate caving potential — 25 Backfilled with native soil .7n Earth Systems "42....e Southwest 79-$1 113 Country Club Drive, 13cntf.uta Dunes, CA 92203 Telephone (76o) 345-1555 Fax (700) 345.7315 Test Pit No: TP -33 Project Name: Travertine File Number: 1 11 12-04 Test Pit Location: See Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator i,ogged By: D. Wiggins Depth (Ft.) Sample TypeDescription U _. I✓cl -5 5 >, v) U Dr • Density (pef) Moisture Content (%) Note: approximate Page 1 of 1 of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. —0 - - 10 15 — 20 — 25 711 ,>/y\>' y\>' .y.v\>' RX ROCK: mostly boulders by weight, dense, dry ..... SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 8" diameter Approximation I3y Weight: 80% Sands and Gravel --- 15% Cobblcs 5% Boulders no boulders at bottom GPS: 568300, 3718577N Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Moderate caving potential Backfilled with native soil Earth Systems Southwest 79-811B Country Club Drive, l8enuuda Dunes, CA 92203 'I elepl one (700) 345-1588 t'a; (760) 345-7315 Test Pit No: TP -34 ProjeCt 14anle: Travertine File Number: I 1 1 12-04 Test )it Location: See Figure 2 13xploration Date: October 24, 2007 Excavation Method: Excavator Logged By: 1D. Wiggins 1 Depth (Ft.) Buil: _ r SPT MOD Calif C Symbol Moisture Content (%) Description of Units Page 1 of 1 Cc- Note: The stratification lines shown represent the J approximate boundary between soil and/or rock types and the transition may be gradational. SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 10" diameter I Approximation 13y Weight: 80% Sands and Gravel — 5 -- 15% Cobbles 5% Boulders • — 10 — 15 — 20 cobbles in bottom, broken irrigation line GPS: 568506 E, 3718546 N Total Depth: 18 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil _on Earth Systems Southwest 79-81113 Country Club Drive, ]3ci mula Dunes, CA 92203 'telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -35 Project Name: "Travertine File Number: 1 1 1 12-04 Test 'it Location: See F.gure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Bulk _ r SPT MOD Calif. i - Symbol Dry Density- (pof Moisture Content (%) Description of Units Page 1 or 1 u Note: The stratification lines shown represent the ;,] approximate boundary between soil aud/ol'rock types and the transition may be gradational, SW WELL GRADED SAND: light brown to white, dense, dry, fine to coarse 106 1.6 grained sand, abundant gravel and cobbles to 12" diameter Approximation By Weight: 85% Sands and Gravel 5 10% Cobbles < 5% Boulders • 10 --- 15 ........ very dense damp boulder's at bottom, broken Irrigation pipe --- 20 GPS: 568215 E. 3718062 Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential ---- 25 Backfilled with native soil ,n Earth Systems Southwest 79.-811B County Cub Drive, Bermuda Dunes, CA 92203 Telephone (700) 345-1588 Fax (760) 345-7315 Test Pit No: TP -36 Project Name: Travertine File Number: I [ 1 12-04 Test Pit Location: See Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft.) Bulk c SPT mor) Calif. c { Symbol Ei ?iWage Moisture I Content (%) 1 I of 1 ofnits Units sNote: The stratification lines shown represent the a r uc. 2 approximate boundary between soil and/or rock types and the transition may be gradational. —0 Sw WELL GRADED SAND: light brown to white, medium dense, dry, fine - to coarse grained sand, abundant gravel and cobbles to 12" diameter 105 1,3 Approximation By Weight: - 80% Sands and Gravel 5 - 15% Cobbles 5% Boulders — 10 • — 15 damp - no boulders or cobbles at bottom — 20 G1S: 568608 L, 3718014 N - Total Depth: 18 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil — '2n Earth Systems Southwest 79-81 113 Comm.), Club Drive, 13crnioda Dunes, CA 92203 Telephone (760) 345.1588 Fax (760) 345-7315 Test Pit No: TP -37 Project Name: Travertine file Number: 11112-04 Test 'it Location: See E '•gure 2 Exploration Date: October 26, 2007 Excavation Method: Excavator Logged I3y: D. Wiggins IDepth (Ft.) Sample' Type Symbol , Moisture Content (%) Page 1 of 1 Description of Units U u Note: > a q approximate The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. — 0 SW WELL GRADED SAND; light brown to white, medium dense, dry, fine - to coarse grained sand , abundant gravel and cobbles to 12" diameter 1 I I 2.6 clamp Approximation 13y Weight: 75% Sands and Gravels 20% Cobbles < 2% Boulders -- 10 — 15 — 20 no boulders In bottom, broken irrigation pipe — 25 GPS: 568808 E, 3718016 N Total Depth: 25 feet Groundwater not encountered - Bedrock not encountered Stratification visible Lligh caving potential Backfilled with native soil _ 1 n Earth Systems Southwest 79-81113 County Club Drive, Bermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: `I'P-38 Project Name: Travertine File Number; 1 1 1 12-04 Test Pit location: See Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft.) Sample' Type Symbol v; Ei, c Moisture Content (%) Page 1 of 1 Description of Units v U Note: The stratification lines shown represent the .24 F o n c. 5_ :Dn, te approximate boundary between soil and/or rock types and the transition may he gradational. — 0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" diameter Approximation 13y Weight: 75% Sands and Gravel — 5 20% Cobbles 5% Boulders -- 10 — 15 some cobbles, no boulders at bottom — 20 GPS: 568807 E, 3718329 N "Total Depth: 20 feet Groundwater not encountered 13edrock not encountered Stratification visible — 25 Moderate caving potential l3ackfilled with native soil Earth Systems '' Southwest 79-81113 Comity Club Drive, 13ermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -39 Project Name: Travertine File Number: 11112-04 Test Pit Location: Sec Figure 2 Exploration Date: October 24, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth {Ft.) SamplePage Type ^' - c., O m v) 0 , (..) .ui "-3U Note: p- 12, Moisture Content (%) approximate 1 of 1 Description of Units The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. 0 - —5y _ - --- 10 15 20 --- 25 . �n y NY \>/\> \>/\>/\> ry RX 112 1.0 ROCK: boulders predominate by weight, very dense, dry, some sands and gravel SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" diameter Approximation I3y Weight: 80% Sands and Grave) 15% Cobbles — 5% Boulders no boulders at bottom GPS: 567905, 3718311 N Total Depth: 20 feet Groundwater not encountered Bedrock not encountered Moderate caving potential Backfilled with native soil Earth Systems Southwest 79-81113 County Club Drive, 13ernnula Dunes, CA 92203 rQIepluvac (760) 345-155$ Fax (760) 345-7315 Test Pit No: TP -40 Project Name: 'Travertine File Number: 11112-04 Test 'it Location: See Figure 2 Exploration Datc: October 24, 2007 hxcavation Method: Excavator Logged 13y: D. Wiggins Depth (Ft) Sample Symbol Dry Density (Pel) Moisture Content (%) Type v) Description of Units Page 1 or 1 t? . o J Note: The stratification lines shown represent the ttpproxintate boundary between soil and/or rock types m and the transition may he gradational. ....... SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" diameter 114 1.5 Approximation I3y Weight: 80% Sands and Gravel _ S 1 8% Cobbles 2% Boulders — 10 damp, cobbles, no boulders, broken irrigation pipe — 15 — 20 (3PS: 569005. 3718315 N Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil zn Earth Systems Southwest 79-81 1B Country Club Drive, 13ennnda DuueN, CA 92203 Telephone (760) 345-1588 fax (760) 345-7315 Test Pit No: TP -41 Project Name: Travertine File Number: 11112-04 Test it Location: See Figure 2 Exploration Date: October 25, 2007 Excavation Method: Excavator Logged i3y: D. Wiggins Depth (Ft) Sample Type. °= Symbol ;, -7, Moisture Content (%) Page 1 of 1 Description of Units u va Note: The stratification lines shown represent the s H p 0. d p rn p approximate boundary between soil and/or rock types and the transition may be gradational. — 0 .... SW WELL, GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 8" diameter 105 0.6 Approximation 13y Weight: 90% Sands and Gravel — 5 < 10% Cobbles < 1% Boulders ---- 10 — 15 damp no cobbles or boulders at bottom -- 20 GPS: 569407 E. 3717971 Total Depth: 18 feet Groundwater not encountered Bedrock not encountered Some stratitication visible 25 Moderate caving potential Backfilled with native soil Earth Systems Southwest 79-81113 Country Club Drive, 13ctmuda Dunes, CA 92203 'telephone (700) 345-1588 Fax (700) 345-7315 Test Pit No: 'TP -42 Project Name: Travertine File Number: 1 1 1 12-04 'fest 'it location: Sec Figure 2 Exploration Date: October 25, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (FL) Bulk = v SPT MOD Calif, ca Symbol ..................... . v) Dry Density (pcf) Moisture Content (%) Description of Units Page 1 01` 11 U Note: The stratification lines shown represent the ;: approximate boundary between soil and/or rock types and the transition may be gradational. sw WELL GRADED SAND: light brown to white, medium dense, dry, fine -- to coarse grained sand, abundant gravel and cobbles to 8" diameter - Approximation 13y Weight: - 75% Sands and Gravel — 5 20% Cobbles 5% I3oulders — 10 • — 15 — 20 (3FS: 568030, 3718828 'Total Depth: 22 feet Groundwater not encountered Bedrock not encountered Moderate caving potential Backfilled with native soil — -In Earth Systems Southwest 79-81113 Country Club Drive, Bermuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345.7315 Test Pit No: TP -43 Project Name: Travertine File Number: 11 1 12-04 Test 'it Location: See Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged I3y: D. Wiggins ' Depth (Ft.) Bulk SPT MOD Calif. it Symbol USCS L, l' Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. 0 SW WELL, GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to 12" diameter Approximation By Weight: 50% Sands and Gravel 5 — 40% Cobbles — 10% Boulders — 10 cobbles at bottom — 15 — 20 GPS: As planned Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil _ -1/1 Earth Systems Southwest 79-81 113 Comm), Club Drive, 13ennuda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP44 Project Name: Travertine File Number: 11112-04 Test 'it Location; See Figure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged (3y: I). Wiggins Depth (Ft.) Bulk :r, SPT MOD Calif ca Symbol Moisture Content (%) Mage t of' 1 Description ofUnits ,,, �- Note: The stratification) lines shown represent the h.' ' approximate boundary between soil and/or rock types and the transition may be gradational. — 0 SW WELL GRADED SAND: light brown, medium dense, dry, fine to coarse - grained sand, abundant gravel, few cobbles to 6" diameter scattered throughout - 103 0.6 Approximation 13y Weight: - 98% Sands and Gravel — 5 2% Cobbles No Boulders --- 10 • slightly damp — 15 ---- 20 GPS: 567986 E, 3719298 - 'Total Depth: 15 feet Groundwater not encountered Bedrock at bottom Moderate caving potential 25 Backfilled with native soil 111 Earth Systems Southwest 79-81113 Country Club 1)rive, 13enrnnda Duties, CA 92203 'telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -45 Project Name: Travertine avertinc File Number: 11112-04 'Gest Pit Location: See Figure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged I3y: D. Wiggins Depth (Ft.) Bulk SPT ti1OD Calif. o Symbol USCS .0 U z- nand Moisture Content (%) Note: approximate Deser•iption of Units [Page 1 or 1 The stratification limes shown represent the boundary between soil and/or rock types the transition may be gradational. — 0 - - _ — 5 --- 10 — 15 ---- 20 - — 25 . .n SW 106 1 0 WELL GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand, abundant gravel Approximation I3y Weight: 70% Sands and Gravel 25% Cobbles <5% Boulders 5 to 8 feet: cobbles, few boulders GPS: 567998, 3719216 'Total Depth: 15 feet Groundwater not encountered Bedrock not encountered Moderate caving potential Backfilled with native soil Earth Systems O Southwest 79-81113 Country Club Olive, Bermuda I)uncs, CA 92203 1.0l0p11one(700)345-1588 Fax (760) 345-7315 Test Pit No: TP -46 Project Name: 'Travertine File Number: 1 I 112-04 Test Pit Location: See F.gure 2 Exploration Date: October 19, 2007 Excavation Method: Excavator Logged By: D. Wiggins Depth (Ft.) Bulk _ r SPT MOD Calif. h"... o "' Moisture Content (%) Description of Units Page 1 of 11 'file stratification lines shown represent the Note: n' a approximate boundary between soil and/or rock types and the transition may be gradational, —0 SW WELL GRADED SAND: light brown, medium dense, dry, fine to coarse grained sand, abundant gravel, few cobbles 106 0.6 Approximation By Weight: 90% Sands and Gravel — 5 10% Cobbles No Boulders — 10 — 20 GPS: 568070, 3719220 - Total Depth: 15 feet Groundwater not encountered Bedrock near outcrop/ridge Some stratification visible — 25 Moderate caving potential Hole not backfilled — 30 Earth Systems 'i Southwest 79-81113 County Club Drive, lien uda Dunes, CA 92203 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit No: TP -47 Project Name: Travertine File Number: 1 1 1 12-04 Test 'it Location: Sec Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged By: D. Wiggins IDepth (Ft.) Sample Type Symbol Dry Density (pcf} Moisture Content (%) Page 1 01 1 Description of Units t U Note: The stratification lines shown represent the ;,,) approximate boundary between soil and/or rock types 0 and the transition may be gradational. -.- 0 SW WELL GRADED SAND: light brown to white, dense, dry, fine to coarse - grained sand, abundant gravel, cobbles and boulders to 12" diameter Approximation By Weight: 30% Sands and Gavel 5 20% Cobbles 50% Boulders — 10 — 15 -- 20 GPS: 567982, 3719012 Total Depth: 15 feet Groundwater not encountered Bedrock not encountered High caving potentia] — 25 Backfilled with native soil Earth Systems Southwest 79-81113 Comfit), Club Drive, Bermuda Dunes, CA 92203 Telephone(760)345-1588 Fax (760)345-7315 Test Pit No: TP -48 Project Name: Travertine File Number: Ill ] 2-04 'rest Pit Location: See Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged 13y: D. Wiggins Depth (Et.) Sample Type Symbol Dry Density (pcf) Moisture Content (%) ]'age 1 of 1 Description of Units The stratification lines shown represent the Note: 0 0 CA approximate boundary between soil and/or rock types and the transition may be gradational. 0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine • to coarse grained sand, abundant gravel and cobbles Approximation 13y Weight: - ? 70% Sands and Gravel — 30% Cobbles < 2% Boulders -T 10 — 15 — 20 GPS: 568221, 3719025 Total Depth: 15 feet Groundwater not encountered Bedrock not encountered 'rhiniy statilied — 25 Moderate caving potential Backfilled with native soil — '2n ket Earth Systems Southwest 79-81 113 CouNry Club Drive, 13enmuSa Dunes, CA 92203 Telephone (760) 345-1588 Fax (760)345-7315 Test Pit No: TP -49 Project Name: 'Travertine File Number: 11112-04 Exploration Date: Excavation Method: Excavator Test Pit Location: See Figure 2 Logged By: D. Wiggins Depth (Ft.) Sample Symbol 1 Dry Density (pcf) Moisture Content (%) Type Description of Units Page 1 of The stratification lines shown represent the .t u U vi Note: x H ca 5_ approximate boundary between soil and/or rock types and the transition may be gradational. _m 0 — 5 - 10 — 15 — 20 25 Test Pit Not Excavated Earth Systems �"�� Southwest 79-81113 Country Club Drive, 13ennuda tunes, CA 92207 Telephone (760) 345-1588 Fax (760) 345-7315 Test Pit NO: TP -SO Project Name: Travertine File Number: 1 ] 1 12-04 Test Pit Locatio 5: See Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged I3y: I). Wiggins Depth (Ft.) BuIk _ s SPT MOD Calif. ro o E %, til D •;� u bri. Moisture Content (%) Note: approximate Description of Units Page 1 of 1 The stratification lines shown represent the boundary between soil and/or rock types and the transition may be gradational. -- 0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine to coarse grained sand, abundant gravel and cobbles to — 10", trace boulders below 3' Approximation 1.3y Weight: 80% Sands and Grave] — 5 18% Cobbles < 2% Boulders — 10 — 15 -- 20 GPS: 568306 E. 3718879 N "Total Depth: 18 feet Groundwater not encountered Bedrock not encountered Moderate caving potential - 25 Backfilled with native soil - 50 Earth Systems Southwest 79-81113 Comil:y Club Faire, I3ennnda Dunes, CA 92203 Telephone (760) 345-1588 Par (760) 345-7315 Test Pit No: TP -51 Project Name: Travertine File Number: 11112-04 Test Pit Location: See Figure 2 Exploration Date: October 23, 2007 Excavation Method: Excavator Logged By; 1). Wiggins Depth (Ft.) Sample['age Type o ua 7,' Moisture Content (%) 1 of 1 Description of Units >> „) Note: The stratification lines shown represent the approximate boundary between soil and/or rock types aO p v, 5' ten`', and the transition may be gradational. — 0 SW WELL GRADED SAND: light brown to white, medium dense, dry, fine - to coarse grained sand, abundant gravel and cobbles to 12" diameter - Approximation 13y Weight: 80% Sands and Gravel 5 20% Cobbles G 1°/n Boulders — 10 -- 15 — 20 ..... GPS: 568236, 3718773 - Total Depth: 20 feet _ Groundwater not encountered Bedrock not encountered Moderate caving potential — 25 Backfilled with native soil BORING LOGS BY NMG APPENDIX C LABORATORY TEST RESULTS BY NMG Hofmann / La Quinta - Travertine APPENDIX La Quinta, CA Project Number: 18186-01 SUMMARY OF SOIL LABORATORY DATA Boring/Sample Information Field Wet Density (pcf) Field Dry Density (pcf) Field Moisture Content (%) Degree of Sat. (%) Si eve/ Hydrometer Atterberg Limits USCS Group Symbol Direct Shear Compaction Expansion Index R -Value Soluble Sulfate Content (/ by wt) Remarks Boring No. Sample No. Depth (feet) End Depth (feet) Elevation (feet) Blow Count (N) Fines Content (% pass. #200) Clay Content (% pass. 2p) LL (%) PI (%) Ultimate Peak Maximum Dry Density (pcf) Optimum Moisture Content (%) Cohesion (psf) Friction Angle (0) Cohesion (psf) Friction Angle (0) H-1 D-1 5.0 40.0 30 120.7 119.1 1.3 8.4 H-1 B-1 5.0 40.0 H-1 D-2 10.0 35.0 40 1.1 Disturbed H-1 D-3 15.0 30.0 41 117.3 115.3 1.7 9.8 H-1 D-4 20.0 25.0 45 117.9 116.4 1.3 7.8 H-1 SPT -1 21.5 23.5 32 1.4 13 2 SM H-1 D-5 23.0 22.0 40 0.9 Disturbed H-1 SPT -2 24.5 20.5 21 1.9 H-1 D-6 26.0 19.0 30 2.5 Disturbed H-1 SPT -3 27.5 17.5 15 1.1 H-1 D-7 29.0 16.0 50 126.5 123.9 2.1 15.5 H-1 SPT -4 30.5 14.5 32 1.8 10 SW -SM H-1 D-8 32.0 13.0 70 1.4 Disturbed H-1 SPT -5 33.5 11.5 22 2.0 H-1 D-9 35.0 10.0 57 1.8 7 SW -SM Disturbed H-1 SPT -6 36.5 8.5 32 1.6 H-1 D-10 38.0 7.0 85 1.2 Disturbed H-1 SB -1 38.1 6.9 H-2 D-1 5.0 45.0 24 0.5 Disturbed H-2 D-2 10.0 40.0 43 0.5 Disturbed H-2 B-1 10.0 40.0 H-2 D-3 15.0 35.0 40 0.7 Disturbed H-2 D-4 17.0 33.0 50 0.6 Disturbed H-2 SPT -1 18.5 31.5 24 0.6 H-2 D-5 20.0 30.0 43 0.7 4 SW Disturbed H-2 SPT -2 21.5 28.5 31 0.7 H-2 D-6 23.0 27.0 60 1.0 Disturbed H-2 SPT -3 24.5 25.5 48 0.8 H-2 D-7 26.0 24.0 82/9" 0.9 Disturbed H-2 SPT -4 27.5 22.5 50/1" NR H-2 D-8 29.0 21.0 89 0.5 5 SW Disturbed H-2 SPT -5 30.5 19.5 28 0.8 H-2 D-9 32.0 18.0 70 118.4 117.5 0.8 4.7 SP/SW CN H-2 SPT -6 33.5 16.5 27 0.8 H-2 D-10 35.0 15.0 58 1.0 Disturbed NMG Sheet 1 of 2 Geotechnical. Inc Printed: 8/27/21; Template: SUM_ SOIL_ LAB_ ALL; Proj ID: 18186-01.GPJ Hofmann / La Quinta - Travertine APPENDIX La Quinta, CA Project Number: 18186-01 SUMMARY OF SOIL LABORATORY DATA Boring/Sample Information Field Wet Density (pcf) Field Dry Density (pcf) Field Moisture Content (%) Degree of Sat. (%) Si eve/ Hydrometer Atterberg Limits USCS Group Symbol Direct Shear Compaction Expansion Index R -Value Soluble Sulfate Content (/ by wt) Remarks Boring No. Sample No. Depth (feet) End Depth (feet) Elevation (feet) Blow Count (N) Fines Content (% pass. #200) Clay Content (% pass. 2p) LL (%) PI (%) Ultimate Peak Maximum Dry Density (pcf) Optimum Moisture Content (%) Cohesion (psf) Friction Angle (0) Cohesion (psf) Friction Angle (0) H-2 SPT -7 36.5 13.5 28 0.8 H-2 D-11 38.0 12.0 55 1.0 Disturbed P-1 D-1 5.0 40.0 42 122.0 120.5 1.2 8.2 P-1 D-2 10.0 35.0 26 116.7 112.5 3.8 20.5 P-1 D-3 15.0 30.0 36 120.4 112.3 7.3 39.1 9 1 SW -SM P-1 D-4 20.0 25.0 50/6" NR P-1 D-5 21.5 23.5 64 122.6 118.3 3.7 23.3 SP/SW CN P-2 D-1 5.0 38.0 56 1.1 Disturbed P-2 D-2 10.0 33.0 46 NR P-2 D-3 15.0 28.0 31 1.6 Disturbed P-2 D-4 20.0 23.0 46 122.4 120.6 1.4 9.8 P-2 D-5 22.5 20.5 77 1.9 4 SP Disturbed P-3 D-1 5.0 41.0 18 0.8 Disturbed P-3 D-2 10.0 36.0 20 1.1 Disturbed P-3 D-3 13.5 32.5 45 0.8 Disturbed P-3 D-4 15.0 31.0 44 0.9 Disturbed P-3 D-5 16.5 29.5 37 0.7 4 SW Disturbed P-3 D-6 18.5 27.5 31 0.7 Disturbed P-4 D-1 5.0 50.0 29 0.8 Disturbed P-4 D-2 10.0 45.0 28 0.8 Disturbed P-4 D-3 15.0 40.0 48 1.0 Disturbed P-4 D-4 20.0 35.0 39 NR P-4 D-5 22.0 33.0 46 0.7 Disturbed P-4 D-6 23.5 31.5 44 0.7 Disturbed P-5 D-1 5.0 55.0 27 0.7 Disturbed P-5 B-1 5.0 55.0 P-5 D-2 10.0 50.0 50/6" 0.7 Disturbed P-5 D-3 15.0 45.0 45 NR P-5 D-4 20.0 40.0 80 0.5 Disturbed P-5 D-5 25.0 35.0 55 121.1 120.7 0.3 2.0 P-5 D-6 27.0 33.0 51 0.7 4 SW Disturbed P-5 D-7 28.5 31.5 72 0.6 Disturbed Sheet 2 of 2 Geotechnical. Inc NMG Printed: 8/27/21; Template: SUM_ SOIL_ LAB_ ALL; Proj ID: 18186-01.GPJ Template: NMSIV; Prj ID: 18186-01.GPJ; Printed: 8/25/21 GRAVEL SAND BOULDERS COBBLES coarse fine coarse medium fine SILT OR CLAY U.S. SIEVE OPENING 36 12 6 STANDARD IN INCHES 3 1-1/2 3/4 3/8 4 U.S. STANDARD SIEVE 8 16 30 NUMBERS 50 100 200 HYDROMETER 100 1 1 \ Lt. . \ - N.;:aiii 1 N . 1 ‘ I I 1 90 .ci- • 0.0, -••••• \ ' 1 CA. \ A 80 ie. \ \.. A 13: • 0 \ 70 ok ..,-- .‘ %. \ ''. \ 60 CO A, i_ 50 z w c..) CC Ili \ t, A ...\ A i) 40 a 1,. •,.‘ • .. k • \ ' 30 4r. \.*\ %IC \ • A \ -.. 20 \ \ .4.. .. .••'. \\•.\%A• ‘ 0 tik ..\\ 10 0 1 1 1 1 1 1 1 1 \ • . ,„...e. • -46; \ • es 1 I • M . 4, 1 ' 0 Z. ..: .. ., 1,000 100 10 1 0 1 0.01 0.001 PARTICLE SIZE (mm) Symbol Boring Number Sample Number Depth (feet) Field Mre oistu (0/0 LL PI Activity PI/-2p c u Cc Passing No. 200 Sieve (%) Passing 2p (')/0) USCS 0 H-1 SPT-1 21.5 1 13 2 SM 1 H-1 SPT-4 30.5 2 14.4 1.2 10 SW-SM A H-1 D-9 35.0 2 10.5 1.1 7 SW-SM * H-2 D-5 20.0 1 6.8 1.1 4 SW 0 H-2 D-8 29.0 1 9.3 1.1 5 SW PARTICLE SIZE DISTRIBUTION Hofmann / La Quinta - Travertine WAR . La Quinta, CA PROJECT NO. 18186-01 NMG Geotechnical, Inc. Template: NMSIV; Prj ID: 18186-01.GPJ; Printed: 8/25/21 Template: NMSIV; Prj ID: 18186-01.GPJ; Printed: 8/25/21 GRAVEL SAND BOULDERS COBBLES coarse fine coarse medium fine SILT OR CLAY U.S. SIEVE OPENING 36 12 6 STANDARD IN INCHES 3 1-1/2 3/4 3/8 4 U.S. STANDARD SIEVE 8 16 30 NUMBERS 50 100 200 HYDROMETER 100 I °1k • \Iist_. At` 9Pl •I 3k •... I I I 1 90 N:lilk silis 0 • Ii. i 80 \ ‘ \ * \ \ • ,, . • • • 70 \ l• \ \ ^ • 2 60 (7) u) o_ \ \ A • \ \ XI:\ 0 • i_ 50 z u.1 c..) cC Ili X % V, V• A. • • 40 a \ \ '\ •• •• • 30 k \ \ Nk * .• \ ..-. o 20 \ lc A \ • 10 0 1 1 1 1 1 1 1 1 ......s..... 1 1 :.... 4.. ..„ ,,,.. 1,000 100 10 1 0 1 PARTICLE SIZE (mm) 0.01 0.001 Symbol Boring Number Sample Number Depth (feet) Field Moisture ( ok) LL PI Activity PI/ -2p Cu Cc Passing No. 200 Sieve (%) Passing 2p (%) USCS 0 P-1 D-3 15.0 7 16.5 1.0 9 1 SW -SM 1 P-2 D-5 22.5 2 18.8 0.8 4 SP A P-3 D-5 16.5 1 6.2 1.1 4 SW * P-5 D-6 27.0 1 9.5 1.2 4 SW PARTICLE SIZE DISTRIBUTION Hofmann / La Quinta - Travertine WAR . La Quinta, CA PROJECT NO. 18186-01 NMG Geotechnical, Inc. Template: NMSIV; Prj ID: 18186-01.GPJ; Printed: 8/25/21 Template: NMCONS; Prj ID: 18186-01.GPJ; Printed: 8/25/21 LEGEND 0 0 = initial moisture -O • = after saturation % Collapse (-) or % Swell (+) -1.45 2 • STRAIN (%) N O co 0) N) O 00 0) � 0 1 1 10 100 STRESS (ksf) Boring No. H-2 Sample No. D-9 Depth: 32.0 ft Sample Description: (Qal) Olive brown SAND USCS: SP/SW Liquid Limit: Plasticity Index: Percent Passing No. 200 Sieve: Test Stage Moisture Content (%) Dry Density (pcf) Degree of Saturation (%) Void Ratio Initial 1.3 111.3 6.8 0.514 Final 15.9 113.7 89.1 0.482 CONSOLIDATION TEST RESULTS Hofmann / La Quinta - Travertine NM /////////j NMG La Quinta, CA PROJECT NO. 18186-01 Gcotcchnical, Inc. Template: NMCONS; Prj ID: 18186-01.GPJ; Printed: 8/25/21 Template: NMCONS; Prj ID: 18186-01.GPJ; Printed: 8/25/21 LEGEND 0 0 = initial moisture 0— • = after saturation % Collapse (-) or % Swell (+) -1.34 2• STRAIN (%) N O co 0) N) O 00 0) � 0 1 1 10 100 STRESS (ksf) Boring No. P-1 Sample No. D-5 Depth: 21.5 ft Sample Description: (Qal) Olive brown SAND USCS: SP/SW Liquid Limit: Plasticity Index: Percent Passing No. 200 Sieve: Test Stage Moisture Content (%) Dry Density (pcf) Degree of Saturation (%) Void Ratio Initial 2.0 109.0 9.9 0.546 Final 15.8 111.4 83.3 0.512 CONSOLIDATION TEST RESULTS Hofmann / La Quinta - Travertine NM //////j/////j NMG La Quinta, CA PROJECT NO. 18186-01 Gcotcchnical, Inc. Template: NMCONS; Prj ID: 18186-01.GPJ; Printed: 8/25/21 LABORATORY TEST RESULTS BY OTHERS LABORATORY TEST RESULTS BY SLADDEN (2001) 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. The results of this testing are presented graphically 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. This is shown on the Boring Logs, and is useful in estimating the strength and compressibility of the soil. Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One 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. Consolidation Testing: Ten relatively undisturbed samples were selected for consolidation testing. For this testing one -inch thick test specimens are 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. The specimens were saturated at the 575 psf or 720 psf load increment. Madden Engineering 132 131 p 130 129 128 127 Job No.: 544-1211 65 7 7.5 8 Moisture Content (%) METHOD OF COMPACTION ASTM D-1557-91, METHOD A OR C 8.5 9 9.5 BORING MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT 1@0-5' 131 81 MAXIMUM DENSITY -OPTIMUM MOISTURE CURVE 135 134 ¢ 1.3 132 131 130 T Job No.: 544-1211 55 6.5 7 7 5 8 8.5 Moisture Content (%) METHOD OF COMPACTION ASTM D-1557-91, METHOD A OR C BORING MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT 3@0-5' 134 7.0 MAXIMUM DENSITY -OPTIMUM MOISTURE CURVE 0 .0 .0 .0 01 .11 .12 .13 0.000 Pressure in KIPS per Square Foot 0 Q 600 Consolidation Diagram Trilogy at La Quinta Boring 1 @ 5' SLADDEN ENGINEERING Date: 9/16/01 'Job No.: 544 1211 - =Ff€ec € ddir _ _ _ — _ 4 — . - - - - - - - -. --._ - .- - .1 _ _ _ - iR.eboUrra _ - _ _ - _ _ Consolidation Diagram Trilogy at La Quinta Boring 1 @ 5' SLADDEN ENGINEERING Date: 9/16/01 'Job No.: 544 1211 0 .0 .0 N a) co.0 .0 .0 0.1 .11 .12 .13 0.000 Pressure in KIPS per Square Foot 0.7 Consolidation Diagram Trilogy at La Quinta Boring 1 @ 15' SLADDEN ENGINEERING Date: 9/16/01 IJob No.: 544-1211 _ _ _- _ --Ai;ffec� _ - -Addin _ _ �- ._ _ 2— - r — I L — L _ — _ _ = _ 1T6-13 o-und""E= t —_ - _ — - I - _ _ - - -- — - Consolidation Diagram Trilogy at La Quinta Boring 1 @ 15' SLADDEN ENGINEERING Date: 9/16/01 IJob No.: 544-1211 0 .0 0 .0 a> a) .0 0 • crs O o .0' F". .0 .0 0.1 .11 .12 .13 0.000 Pressure in DIPS per Square Foot .575 2.300 2.875 _ - 0 _ El'-cAddixi g baa€er- - _ T — _ 3= Ibebound — - 4 = _ 1 - _—_ — - d- -- _ _ a k –1 - — — 4- _ _ _ �_ – Consolidation Diagram - Trilogy at La Quinta Boring 1 @ 20` SLADDEN ENGINEERING Date: 9/16/01 'Job No.: 544-1211 0.0 .01 3 a .04 a co .05 06 0 ro 0 07 C.> 8 .09 0.1 1 .12 .13 Pressure in KIPS per Square Foot 0.000 .575 2.300 2.875 — :Ei%c IAdd;r g Wei r = Riou-nd _ $ - = L -+- T - r Consolidation Diagram Trilogy at La Quinta Boring 1 @ 25' SLADDEN ENGINEERING Date: 9/16/01 !Job No.: 544-1211 .0 .0 .0 01 .11 .12 .13 0.000 Pressure in KIPS per Square Foot .575 2.300 4.600 - Effect of riding _ Nater Consolidation Diagram Trilogy at La Quinta Boring 1 @ 30' SLADDEN ENGINEERING Date: 9/16/01 'Job No.: 544-1211 Rebound=—'—_ — + 4 = _- — -- - _ — _ _ —_ -----r -- -- T L IFT - = rk=- c Consolidation Diagram Trilogy at La Quinta Boring 1 @ 30' SLADDEN ENGINEERING Date: 9/16/01 'Job No.: 544-1211 0.0 .01 .02 .03 .04 05 C.) 1.:: z .08 9 0.1 1 2 .13 Pressure in KIPS per Square Foot 0.000 .575 2.300 4.600 t 'Effect o Addtn 4 Rebound __ - F Consolidation Diagram F - Trilogy at La Quinta Boring 1 @ 40' SLADDEN ENGINEERING Date: 9/16/01 IJob No.: 5444211 1 154X(3M 3S iy O D430 0 R Si tad g Q $ s� d z . a 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.01 GRAIN SIZE IH MILLIMETERS .c r 25 GRADATION CURVES GRAVEL SAND CaRSt 1 /IME I owst 1 MEDIUM EINE 8- - PL 1 R g - m LL z g- W N s { R- o N �-44 o 1 I _- .o- i I I 1 i W v. f---- I I I I I 1 I f t I a 1 c n W i 1 < - - — _I vi t _ 8 & 2 o $ 2g R.„ iH043M A8 1:13Nt! 1N30b3d 1Na13M A8 if 351fYCO Din 0 _ R g Y 2 a 34 Q $ & 8; G U. S. STANDARD SIEVE l OPENING IN INCHES U. S. STANDARD SIEVE NUMBERS HYDROMETER 6 4 3 2 1 1 f 0 1 3 4 6 1 10 14 16 20 30 40 50 70 100 140 200 . 100 50 10 5 1 0.5 0.1 0.050.01 0.005 0.0 GRAIN SIZE IN MILLIMETERS 6 1 GRADATION CURVES /E _ a 3,1 — — ! j 0 — I ' _ I 1 1 , — 1 [ 1 . 1 - I 'I I0 I f 1 I It n a y� � W J Z") c, U of ui - 8 2 2 o $ 2s R R o ox 1ND13M A8 a3Nli 11433d34 IHXt3M A8 krISIIYCO DMs3d o o g R Si' S yg Q 2 & 8_ s C a X) I00 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.0 GRAIN SIZE IN MILLIMETERS 1 GRADATION CURVES GRAVEL SAND const 1 hit COARSE 1 MEDIUM I Vita s- 8- Q- N K m LL ig - R s or— �o97' ( 1 w — I I I — z I 1 I t I. _` I 1 I . 1 1 V 1 1 I 1 i ` 1 N - — z E 8 8 2 2 9 2 R o o as IHK13M A9 )13 NU 1N30 113d Project No.: 544- 0o S o < I 0 z LU v-� bO 0 1H'x3M Ila tt3SItYU3 1N3Ja3d o o R $ S Q $ bt 8 r, d z a U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMBERS HYDROMETER 6 1 3 2 1+ 1 -- 3 4 6 110 1416 20 30 40 50 70 100 140 2110 b 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.0 GRAIN SIZE IN MILLIMETERS d GRADATION CURVES GRAVEL SAND count1 LINE _ COMSE 1 MEDIUM I FINE .- r " I3 7s U I 1 I I 1 � 1 _ 1 1 I I I _ I , 1 L O I � I _ 1 _ E vi 8 R $ - o, 2 2 g $ R o ox i} 43M 18 a3Nti 1/Ma3d (D uJ 1NX43M A8 T3Sfl V3 i) 0 o R 8 Si g $ n il f 34 Q 2 x 8- 0 z c 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.0 GRAIN SIZE IN MILLIMETERS 1 a GRADATION CURVES - GRAVEL SAND o3AAu 1 FINE _ EYMRSE I MEDIUM rim( / 8- - / O N a W _ S 3 //// J zg- o s R- n o U o_ 4 i Y - I ! I z I I � ^- 1 o i 3 I I N � v4 z E 8 ,o 2 2 g 2 R o o �s 1ND43M A43 M3NLI 1N30834 O < CD LLJ 1.1-013M A8 a3S4Y03 1N]3 o o R 8 Si' 2 H34 $ $ & 8- 0 z a 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.0 GRAIN SIZE IN MILLIMETERS S2 GRADATION CURVES r, GRAVELi SAND COARSE 1 EIRE _ [ COARSE 1 MEDIUM fIRE 8- - R I — m8 7 Z g_ 18 8 h cc R— o .o U w - / i - 1 N. I i -I w ("•-4--- ( I I 1 0H- L n E lv I � 1 1 1 i z < vi _ d Z vi 8 R 2 - 2 ox o 2 3 R o IH013M AB 113NLI LN301134 C7 W Ua1313M AH 113s4vcO 1.).130t13.1 0 o R R 9 2 $ R 8 & 8^ X-.) 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.00 GRAIN SIZE IN MILLIMETERS 8— - ... _ o_ mg zg_ Z _ 0 0 O ! I ! i • 1i • z I I I I . W Z_ 1 U • o ! COBBLES N � 7 � 8 9 � 2 $ 4 $ R o o2 E 11013M 1.8 83N13 1,13834 vi CD w 11t013M AH N3SINO0 Dm 0 o R 8 4 2 1134 ? 8 x 8_ 100 50 10 5 1 0,5 0.1 0.05 0.01 0.005 0.C( GRAIN SIZE IN MILLIMETERS 1- a g- 8- - / ws c Q— N GC WS m zg ij — _ 8 A z cc o s o_ ..— .0— / 1 1 1 1 ," _ 1- / N T-" 1 Z Wt-iI ( I 1 -- i I 1 U Oyu 1 fy _ O n - , N � 1, - N W m m O O 8 SZ i3 o $ 52 g R R o ox 114J13M A8 2f3NU 14302f3d E vi W 3AB AB Y3SINCO 1U30a34 0 o R R S R $ Q $ St 8^ 100 50 10 5 1 0.5 0.1 0.05 0.01 0.005 0.0C GRAIN SIZE IN MILLIMETERS 8— - cR— o m 8 2 Z g .-- 5Z 5 N VVV111 O FR - 0 0 Z , o a id — I ._ 1 •— I I GRAVEL 01'�- (.3— - I I . 0 I N � vi coW m al O u z 8 g g o $ R g R R o .114013M AEI El 3N13 1.N30 834 E� CD Z L1.1 TO: ANAHEIM TEST LABORATORY 3008 S. ORANGE AVENUE SANTA ANA, CALIFORNIA 92707 PHONE (714) 549-7267 SLADDEN ENGINEERING: 6782 STANTON AVE. SUITE E BUENA PARK, CA. 90621 ATTN: BRETT/DAVE PROJECT: #544-1211 DATE: 8/28/01 RO. No.Chain of Custody Shipper No. Lab. No. B 8961 1-2 Specification: Material: SOIL ANALYTICAL REPORT CORROSION SERIES SUMMARY OF DATA pH SOLUBLE SULFATES SOLUBLE CHLORIDES MIN. RESISTIVITY per CA. 417 per CA. 422 per CA. 643 ppm ppm ohm -cm #1 Bulk H-1 8.1 255 787 600 max @ 0-5' #2 Bulk H-3 9.1 49 37 2,628 @ 0-5' FORM *2 RESPE 1,1414.1 POP : R P GER Chief Chemist INLAND FOUNDATION ENGINEERING, INC. Consulting Geotechnical Engineers 1310 South Santa Fe Avenue San Jacinto, California 92583-4638 (909) 654-1555 FAX (909) 654-055 September 17, 2001 Project No.: S435-001 Your Project No.: 544-1211 Trilogy SLADDEN ENGINEERING Attention: Brett Anderson 6782 Slanton Avenue, Suite E Buena Park, California 90621 Re: Laboratory Testing — Permeability Study Gentlemen: Transmitted herewith are the results of laboratory testing performed on soil samples obtained by your representative and delivered to our laboratory on August 30, 2001 for testing. Our testing was performed in accordance with current ASTM test methods. The results of our testing are as follows: H-2 S-3 0.0-15 2.09 E-05 H-6 S-9 0.0-45 5.30 E-04 H-6 S-3 0.0-15 3.60 E-05 H-2 S-8 0.0-40 1.40 E-05 These test results relate only to those items tested. This report may be reproduced for the purpose of your investigation arid report. The laboratory testing was performed in accordance with the appropriate methodology as -well -as contemporary principals and practice. We make no other warranty, either express or implied. We hope this information is sufficient for your present needs. If you have any questions, please contact our office. Respectfully, N LAND -F0040 Do ald O:, , W= nson— ,,;:_ DOS:jg Distribution: Addrdtsee-(2) GINEERING, INC. LABORATORY TEST RESULTS URS CORPORATION (2002) 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TABLE C-1 SUMMARY OF SOIL LABORATORY DATA Sample Information Situ In Situ Sieve Atterberg Limits Lab Compaction Boring Number Sample Number Depth, feet Elevation, feat MSL USCS GroupContent In Water Dry Unit Waght Gravel, °I. Sand, % c 4200, % LL PL PI Maximum Unit t limum Content, Other 8-1 1 2.5-4 17.0 SP 14.3 80.8 4.9 4 B-1 2 5-6.5 14.5 SP 1.5 SE=79 8-1 3 10-11.5 9.5 SP -SM 1.8 10.3 B-2 SK -1 0-5 1 35.3 SP 0.4 9.8 65.9 4.3 122.0 3.0 8-2 1 2-3.5 33.5 SP 0.4 8-2 3 6.5-8 29.0 SP -SM 0.6 6.7 B-2 1 5 15-16.5 20.5 SW -SM 12.4 80.9 6.7 B-3 SK -1 0-5 19.3 SW 0.6 30.7 64.8 4.5 B-3 1 2.5-4 17.0 SW -SM 0.5 6.7 B-3 3 10-11.5 9.5 SW -SM 0.6 13-4 SK -1 0-5 3.3 SW -SM 0.7 8.5 85.1 6.4 13-4 1 2-3.5 1.5 SW -SM 0.5 B-4 3 10-11.5 45 SW -SM I 0.8 1 13-5 I SK -1 0-10 13.3 SW 0.4 17.7 77.7 4.6 13-5 1 2.5-4 11.0 SW 0.3 8-5 3 7-6.5 6.5 SW -SM 0,5 [ 6.3 B-6 1 2.5-4 3.0 SW -SM 0.5 4.6 85.4 10.0 8-6 2 5-6.5 0.5 SW -SM 0.5 SE=75 B-6 5 20-21.5 -14.5 SM 28.7 8-7 SK -1 0-8 11.3 SP 0.4 10.6 85.9 3.5 B-7 2 5-6.5 6.5 SP 1.2 B-7 3 10-11.5 1.5 SP 0.8 8-7 5 20-21.5 -8.5 SM 31.3 l' 8-8 1 2.5.4 63.0 SM 0.9 13-8 3 10-11.5 55.5 SM 0.1 1 BS 4 15-16-5 50.5 SW -SM 19.9 72.1 7.9 0 8-8 7 26.5.28 39.0 SW -SM 9.8 o B-9 1 25-4 82.0 SP.SM 0.5 1 5.8 0 B-9 3 6.5-8 78.0 L. SM 1.0 12.5 8 B-9 4 10-11.5 74.5 SM SE=69 B-9 os 6 16.5-18 68.0 SM 0.9 8-9 7 20-21.5 64.5 SP -SM 7.0 g 8-10 SK -1 0-7 49.3 SW -SM 0.5 1 15.3 78.2 I 6-4 J_ o cn Dike No. 4 Recharge Facility it Coachella, California**ISIV Sheet 1 of 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TABLE C-1 SUMMARY OF SOIL LABORATORY DATA Sample Information USCS Group Symbol In Sltu Water Content, % In Situ Dry Unit Weight, pcf Sieve Atterberg Limits Lab Compaction Gravel, % Sand, % < #200, "io LL PL PI Maximum Dry Unit Weight, ptf Optimism Water nt Coent, Other Teats Boring Number Sample Number Depth, feet Elevation, feet MSL B-10 1 2.5-4 47.0 SW -SM 0.4 8-10 3 10-11.5 39.5 SW -SM 0.9 B-10 7 21.5-23 28.0 SW -SM 0.7 9.3 8-11 SK -1 0-10 7.3 SP 0.8 9.6 85.7 4.6 8-11 1 2.5-4 5.0 SP 0.7 B-11 3 6.5-8 1.0 SP 0-7 8-11 6 20-21.5 -12.5 SP -SM 0.5 8-11 8 26.5-28 -19.0 SP -SM 11.4 B-12 SK -1 0-7 L 12.3 SW 0.5 11.8 84.4 3.8 B-12 1 2.5-4 1 10.0 SW 0.5 B-12 2 5-6.5 I 7.5 SW 0.4 8-12 3 10-11.5 2.5 SW SE=69 B-12 4 15-16.5 -2.5 SM 18.0 B-12 5 20-21.5 -7.5 SM 1.0 W-1 SK -1 0-4 4.2 SP -SM 0.8 11.3 82.4 6.3 TP -1 PB -3 12-13 -6.2 ML 2.8 71.1 32 30 2 TP -1 5142 12-15 -7.3 SW -SM 0.9 9.4 80.1 10.5 TP -2 SK -1 0-5 20.7 SW -SM 0.7 6.8 86.3 6.9 125.0 4.0 TP -2 SK -2 10-15 10.7 SW 0.8 11.4 84.0 4.6 1111TP-3 SK -1 0-5 44.7 SP 0.5 14.2 83.0 2.8 121.5 3.5 TP -3 SK -2 10-14 35.2 SW -SM 1.2 124 80.3 7.3 TP -4 SK -1 0-5 61.7 SP 0.4 11.1 85.8 3.1 TP -5 SK -1 5-10 27.7 SP 0.7 17.4 78,5 4.1 TP -6 SK -1 0-6 15.2 SP -SM 0.8 14.3 60.2 5.4 , 123.0 4.5 TP -7 SK -1 0-5 7.7 SP 0.7 11.3 84.3 4.5 TP -8 SK -1 5 0-10 11.2 SP 0.8 18.3 78.4 3,3 Report SOIL_1_PORTRAIt OVILL; IJIKE4COAGP3; 01 NOTE: The laboratory tests were performed in general accordance with the following standards: Water Content - ASTM Test Method D2216 Dry Unit Weight - ASTM Test Method D2937 Particle Size D stnbution Analysis by Mechanical Sieving - ASTM Test Method D422 Atterberg Limits - ASTM Test Method D4318 Laboratory Compaction by Modified Effort - ASTM Test Method D1557 Sand Equivalent [SE] - ASTM Test Method D2419 Dike No. 4 Recharge Facility Coachella, California URS Sheet 2 of 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ERG PLOT 12 PTS: File: DIKE4COA.GPJ: 1!712003 TP -01 r PLASTICITY INDEX, PI 60 70 60 50 40 3 0 Sample Number Depth (feet) Test Symbol Water Content (%) LL Class cation 1 PB•3 12-13 • 3 32 30 2 Silt with Sand (ML) CH or OH "A" LINE CL or OL I r MH or OH CL -ML / MLprOL • y 1 10 20 30 40 50 60 LIQUID LIMIT. LL 70 90 90 100 110 Boring Number Sample Number Depth (feet) Test Symbol Water Content (%) LL Class cation TP -1 PB•3 12-13 • 3 32 30 2 Silt with Sand (ML) Dike No. 4 Recharge Facility Coachella, California 29864604.00001 URS PLASTICITY CHART Figure C-1 J 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PERCENT PASSING COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine 100 90 BO 70 U.S. STANDARD U.S. STANDARD SIEVE NUMBERS I SIEVE OPENING W INCHES 5 4 3 2 1.5 1 314 318 4 10 20 40 60 100 200 HYDROMETER 11 } { 60 50 40 30 20 10 0 \\, 0 100 10 1 0 1 PAR11CLE SIZE (rnm) 0.01 10 20 30 0 w 40 w 50 1- Z w 60 0 w 70 80 90 100 0.001 Baring Number Sample Number Depth (feet) Symbol . PI Classification B-1 1 2.5-4 • Poorly Graded Sand (SP) B-2 SK -1 0-5 1 Poorly Graded Sand (SP} B-2 5 15-16.5 A Well -Graded Sand with Silt (SW -SM} B-3 SK -1 0-5 * Well -Graded Sand with Gravel (SW) B-4 SK -1 0-5 O Well -Graded Sand with Silt (SW -SM) Dike No. 4 Recharge Facility Coachella, California 29864604.00001 PARTICLE SIZE DISTRIBUTION CURVES Figure C-2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 EVE 5 CURVES SNA; E : DIKE4COA.GPJ; 1(7/2003 8-10 PERCENT PASSING COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine 100 90 B0 70 BO 50 40 30 20 10 0 U.S. STANDARD U.S. STANDARD SIEVE NUMBERS SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 3/4 3/8 4 10 20 4D 60 100 200 HYDROMETER 0 10 20 100 10 PARTICLE SIZE (mm) 01 0.01 30 W 40 Q H w CX 50 Li! 60 U a 70 80 90 100 0.001 Boring Number Sample Number Depth (feet) Symbol Ym LL PI Classification B-5 SK -1 0-10 a Well -Graded Sand with Gravel (SW) B-6 1 2.5-4 1 Well -Graded Sand with Silt (SW -SM) B-7 SK -1 0-8 A Poorly Graded Sand (SP) B-8 4 15-16.5 * Well -Graded Sand with Silt and Gravel (SW -SM) B-10 SK -1 0-7 O Well -Graded Sand with Silt and Gravel (SW -SM) Dike No. 4 Recharge Facility Coachella, California 29864604.00001 PARTICLE SIZE DISTRIBUTION CURVES Figure CS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 File: DIKE4COAGPJ: 1(7/2003 TP -02 PERCENT PASSING COBBLES GRAVEL SAND coarse fine coarse medium fine SILT OR CLAY 100 90 80 70 60 50 40 30 20 10 0 D.S. STANDARD U.S. STANDARD SIEVE NUMBERS SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 314 316 4 10 20 40 60 100 200 100 10 PARTICLE SIZE (rnm) 01 HYDROMETER 0.01 10 20 30 W 40 Q w z 60 W 0 70 80 90 100 0.001 Bong Number Sample Number Depth (feet) S mbol Y LL PI Classification B-11 SK -1 0-10 ! Poorly Graded Sand {SP) B-12 SK -1 0-7 1 Well -Graded Sand {SW) TP -1 SK -1 0-4 A Poorly Graded Sand with Silt (SP -SM) TP -1 SK -2 12-15 * Well -Graded Sand with Silt (SW -5M) TP -2 SK -1 0-5 p i Well -Graded Sand with Silt (SW -SM) Dike No. 4 Recharge Facility Coachella, California 29864604.00001 PARTICLE SIZE DISTRIBUTION CURVES Figure C-4 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CURVES SNA; File:OIKE000AGPJ; 11712003 TP-05 PERCENT PASSING COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine 100 90 00 70 60 50 40 30 20 10 0 U.S. STANDARD U.S. STANDARD SIEVE NUMBERS SIEVE OPENING IN INCHES 8 4 3 2 1.5 1 3/4 3/8 4 10 20 40 60 100 200 I C 1 I I lq, r R l HYDROMETER 1 0 100 10 1 PARTICLE SIZE (mm) 01 0.01 10 20 30 a w 40 a w 50 gg t— z u1 60 ci CC a 70 80 go 100 0.001 Being Number Sample Number Depth (feet) Symbol Y LL PI Classification TP -2 SK -2 10-15 • Well -Graded Sand (SW) TP -3 SK -1 0-5 1 Poorly Graded Sand (SP) TP -3 S1C 2 10-14 A Well -Graded Sand with Silt {SW -SM) TP -4 SK -1 0-5 * Poorly Graded Sand (SP) TP -5 SK -1 5-10 O Poorly Graded Sand with Gravel (SP) 1 Dike No. 4 Recharge Facility Coachella, California 29864604.00001 PARTICLE SIZE DISTRIBUTION CURVES Figure C-5 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 E 5 CURVES SNA: FIle:01KE4COAGPJ: 11712003 TP -08 PERCENT PASSING COBBLES GRAVEL SAND SILT OR CLAY coarse fine coarse medium fine 100 90 80 70 60 50 40 30 20 10 0 U.S. STANDARD U.S. STANDARD SIEVE NUMBERS SIEVE OPENING IN INCHES 6 4 3 2 1.5 1 314 318 4 10 20 40 60 100 200 100 10 PARTICLE SIZE (mm) 01 HYDROMETER 0.01 0 10 20 30 40 Q F w 50 Z w 60 U (r w a_ 70 80 90 100 0.001 Soling Number Sample Number Depth (feet) Symbol LL PI Classification TP -6 SK -1 0-6 • Poorly Graded Sand with Silt(SP-SM) TP-7 SK -1 0-5 1 Poorly Graded Sand (SP) TP -8 SK -1 0-10 A Poorly Graded Sand with Gravel (SP) Dike No. 4 Recharge Facility Coachella, California 29864604.00001 PARTICLE SIZE DISTRIBUTION CURVES Figure C-6 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 O 0 2 rj TION SPLINE FIT: Report COMPA DRY UNIT WEIGHT (pct) 150 140 130 120 110 100 900 L COBBLES coarse GRAVEL Ina lmsnei medium era STANomto SrEve OPENING N N01E5 8 / 3.2 1 ] 1• ]M ]A IT ,C U.S. STMrMAD SIM NUMBERS 0 20 44 e0 +00 146 a SST OR CLAY WEIRONE'ER 'N\ ti 4r PARTICLE SIZE Om Irm air 100% Saturation Curves for Specific Gravity of: 2.80 2.70 2.60 �tl BO —1 5 10 15 WATER CONTENT (%) 20 25 30 Boring Number Sample Number B•2 SK -1 at 0-5 ft Maximum Dry Unit Weight 122.0 pcf Test Method ASTM D1557B Optimum Water Content 3.0 % Description Poorly Graded Sand (SP) Liquid Limit Plasticity index I Spacific Gravity Dike No. 4 Recharge Facility Coachella, California 29864604.00001 COMPACTION TEST Figure C-7 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IP -02 2.30 IP -02 2.30 1 1 DRY UNIT WEIGHT (pcf) 150 140 130 120 110 100 900 5 GRAVEL SAND wane Goa colintal err[y■rn U.S. STANDARD SIEVE OPEHENG 1 ME71E5 4 ■ ] 2 1 1 SM 3,6 SET OR CLAY ui STmeDARDS NIAMERS HYDROMETER ■ ° 20 ■e W RO u0 a PAR11CLE SIZE (mm . 00' 100% Saturation Curves for Specific Gravity of: 2.80 2.70 2.60 ICC dmI 5 10 15 WATER CONTENT (%) 20 25 30 Boring Number Sample Number TR -2 5K-1 at 0-5 ft Maximum Dry Unit Weight 125.0 pcf Test Method ASTM D1557B Optimum Water Content 4.0 % Description Well -Graded Sand with Silt (SW -SM) Liquid Limit Plasticity Index ; Specific Gravity Dike No. 4 Recharge Facility Coachella, California 29864604.00001 COMPACTION TEST Figure C-8 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 2 DRY UNIT WEIGHT (pcf) 150 140 130 120 CCOBLE3 GRAVEL aura Ea coarse( madam l fans ELT OR CLAY u.i9TAM MND SIEVE OPHWID rl NCHEE m 4 3 2. t Sr SB a 10 20 40 E0 1OC uc U3. 0T.NDINNO Me0= ureEns HVDROMFrER a) 4 r 2 UJ E 33 w 1 1116k0 PARTICLE SIZE Ow an +a n+ no+ ■■■■■■■■■■■■►\\\. ■■Cr'.�.■.111■■■■■■\► L. F a •M 110 100 100% Saturation Curves for Specific Gravity of: 2.80 2.70 2.60 4kk z z 20 W C a item 900 10 15 WATER CONTENT (%) 20 25 30 Boring Number Sample Number TP -3 SK -1 at 0-5 ft Maximum Dry Unit Weight 1213 pct Test Method ASTM D1557B Optimum Water Content 3.5 % Description Poorly Graded Sand (SP) Liquid Limit 1 Plasticity Index Specific Gravity 0 1 m Dike No. 4 Recharge Facility Coachella, California 29864604.00001 COMPACTION TEST Figure C-9 1 1 1 1 1 1 1 1 1 1 1 1 1 DRY UNIT WEIGHT (pcf) 150 140 130 120 110 100 900 COBBLES GRAVEL SAND aaars@ 1 err marsa' ren SILT OR CURT U.S. STANDARD SIEV[ OPENING N INCNES 4 3 2 1.5 1 y. lIe t U.S STANDARD SIEVE ',AMBERS 4 10 m w EE Im ,.c PARTICLE SIZE (rnm NYpROAress 2, 021 100% Saturation Curves for Specific Gravity of: 2.80 2.70 2.60 tl 00 5 10 15 WATER CONTENT (%) 20 25 30 Boring Number Sample Number TP -6 SK -1 at 0-6 ft Maximum Dry Unit Weight 123.0 pcf Test Method ASTM D1557B Optimum Water Content 4.5 % Description Poorly Graded Sand with Sin (SP -SM) Liquid Limit 1 Plasticity index 1 Specific Gravity Dike No. 4 Recharge Facility Coachella, California 29864604.00001 COMPACTION TEST Figure C-10 LABORATORY TEST RESULTS BY SLADDEN (2005a) APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to aur 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 sail types were selected for maximum density determinations. This testing was performed in accordance with the ASTM Standard D1557-91, fest Method A. The results of this testing are presented graphically 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_ This is shown on the Boring Log, and is useful in estimating the strength and compressibility of the soil. CIassification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct Shear Testing: One bulk sample was selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens, which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One 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. Consolidation Testing: Four relatively undisturbed samples were selected for consolidation testing. For this testing one -inch thick test specimens are 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. The specimens were saturated at the 575 psf or 720 psf load increment. Project Number: Project Name: Sample ID: Gradation ASTM C117 & C136 544-4769 S.W.C. 38th & Jefferson, La Quinta Bulk 8 @ 0-5' Sieve Size, in Sieve Size, mm Percent Passing 1" 314 1/2" 3/8" #4 #8 #16 #30 #50 #100 #200 25.4 19.1 12.7 9.53 4.75 2.36 LI8 0.60 0.30 0.15 0.074 100.0 100.0 100.0 100.0 98.0 89M 66.0 40.0 20.0 10.0 6.0 December 22, 2004 Gradation Sladden Engineering Revised 11/20/02 Gradation ASTM C]17&C136 Project Number: 544-4769 December 22, 2004 Project Name: S.W.C. 38th & Jefferson, La Quinta Sample ID: Boring 8 @ 5' Sieve Sieve Percent Size, in Size, mm Passing 1" 3/4" 1/2" 318" #4 #8 #16 #30 #50 #100 #200 25.4 19.1 12.7 9.53 4.75 2.36 1.18 0.60 0.30 0.15 0.074 100.0 100.0 100.0 100.0 94.0 78.0 54.0 32.0 17.0 9.0 6.0 Gradatio i Sladden Engineering Revised 11/20/02 Gradation ASTM C1 17 & C136 Project Number: 544-4769 Project Naive: S.W.C. 38th & Jefferson, La Quinta Sample ID: Boring 8 cr 10' Sieve Sieve Percent Size, in Size, mm Passing 1" 3/4" 1/2" 3/8" #8 #16 #30 #50 #100 #200 25.4 19.1 12.7 9.53 4.75 2.36 1.18 0.60 0.30 0.15 0.074 100.0 100.0 100.0 100.0 92.0 79.0 56.0 33.0 17.0 9.0 5.0 December 22, 2004 100 90 80 70 bl 60 50 ALI 40 30 20 10 0 i 1 100 000 10.000 1.000 0.100 Sieve Size, mm 0.010 0.001 Gradation Sladden Engineering Revised 11/20/02 Project Number: Project Name: Lab ID Number: Sample Location: Description: Maximum, Density: Optimum Moisture: Dry Density, pcf Max Density 145 I40 135 130 125 120 115 110 105 100 0 Maximum Density/Optimum Moisture ASTM D6981D1557 544-4769 S.W.C. 38th & Jefferson, La Quinta Bulk 8 @ 0-5' Sand with Gravel 122 pcf 9.5% Sieve Size % Retained 3/4" 3/8" #4 0.0 December 22, 2004 ASTM D-1557 A Rammer Type: Manual r L ----- Zero Air Voids Lines, sg =2.65, 2,70, 2,75 l♦ 5 10 15 Moisture Content, % Sladden Engineering 20 25 Revised 12/03/02 Job Number: Job Name: Lab ID: Sample ID: Soil Description: Expansion Index ASTM D 4829/UBC 29-2 544-4769 S.W.C. 38th & Jefferson, La Quin Bulk 8 @ 0-5' Date: 12/22/2004 Tech: Jake Sand with Gravel Wt of Soil + Ring: 595.0 Weight of Ring: 179.0 Wt of Wet Soil: 416.0 Percent Moisture: 8% Wet Density, pcf: 126.0 Dry Denstiy, pc£ 116.7 % Saturation: 48.7 Expansion Rack # Date/Time I2i24/2004 10:30 AM Initial Reading 0.500 Final Reading 0.500 Expansion Index (Final - Initial) x 1000 0 EI Sladden Engineering Revised 12/ 10/02 LABORATORY TEST RESULTS CONSTRUCTION TESTING & ENGINEERING, INC. (2007) 100U. 90 N ^ .t`� . n M �{ W O S. t0 O N RnbAItii.� �- PI 0 ir Si to v E SIZE O O 6y 80 70 e 60 - C) to w a. 50 E- z_ w V w 40 _ A. 30 20 10 --- _ OE -■ 8g ; E W. A 100 10 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity Index Claaeilicaliuu B-1 0-6 inches - • NR NR SM S • ' CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11330 MERIDIAN PARKWAY, SUITE A I RIYER31RE• CA 03311 1 031.311.1011 1 1*0 031.311.1110 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 -U. S. STANDARD SIEVE SIZE N 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-1 0-6 inches SM S CONSTRUCTION TESTING & ENGINEERING. INC. Y ...a... .000,14. e. ap..1111111.4011 1 I.. tsLa,,..1.. CFE JOB NUMBER: 40-2251 .arm 100 90 (y .-.� 1. M t+1 00 Q U. 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CTE JOB NUMBER: 40-2251 100 • • • 90 V. b. 1 AlAlAKI) STEW SIZE o • 80 70 '-e- f'...- 60 CD Z ,-, um C/1 '' 50 E-. - z 47 (...) :4 40 . r.4 30 _ • 20 10. • 0 MN m6 am m as in m 100 10 1 01 0.01 PARTICLE SIZE (mm) 0.001 • PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) - Symbol Liquid Limit (%) Plasticity lades Clecsitkatittat B-2 0-12" • NR NR SP -SM • c , s CONSTRUCTION TESTING & ENGINEERING INC. CTE JOB NUMBER: 40-2251 14535MR/010 PARKWAY, SUITE A i RIVENSIOE. L5 92511 1 911.1/1.41181 I FAS 1151,371.4111 Iinn • • • PERCENT PASSING (%) N W A U O, -,100 0O C 'J O O O O O O O O O C N .-: '. ten V9.I et oo O U. S it, (.4^•t STANDARD O :J O Sir O h Vi' SILE O b pp N ■ ■ • • ■ II ■ • • * 100 10 PARTICLE • ■ 0.1 SIZE (mm) • 0.01 - 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity Endes Classification 24-33" - • NR NR SP-SM CB-2 • CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 14671 MERIDIAN PARKWAY, SUITE A I RIVERSIDE. EA 12611 1951.671.4011 1 FA2 151.171.4111 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0 U. S. STANDARD SIEVE SIZE 0 of N 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-2 ' 33-66 inches ML S CONSTRUCTION TESTING & ENGINEERING, INC. „U, Y[„ . Y,. • Y..m,,. 19,11. 1 119111.111119111.111119111.1111.22 91511 1 111.11 S.1011 MI , , ,,,,,,,;,,,, . CTE JOB NUMBER: 40-2251 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0 'U. S. STANDARD SIEVE SIZE 0 N 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) . Sample Designation Sample Depth Symbol Plasticity Index Classification B -3 6-12 inches ML C ��/ CONSTRUCTION TESTING & ENGINEERING, INC. 11131 MI11114 44444 AY. Iw„ , 1 1110110, C. 12111 1 61.1/,.10,1 I 01 1,1.111.011 _ CTE JOB NUMBER: 40-2251 100 a. _ ••••••111 .PP 90 80 70 -17:' 60 (7 z Cu. 50 E -t Z. w L) 40 r.,4 0. 30 20 , 10 100 10 1 0 1 0.01 PARTICLE SIZE (mm) - 0.001 PARTICLE SIZE ANALYSIS . —" - - Swnple Designation Sample Depth (feet) ' Symbol Liquid limit (%) Plasticity ludas Claes;l;<utiu„ B-3 18-24t' • NR NR ML S - N , CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 1459E NEAIDIAR PARKWAY, 5917E A 1 RIYEISIDE. CA 9!315 1 951.571.4091 1 FAX 951.371.4198 - 100 • • • • 90 ‘r!v _ .--. , L`I 6c "es.--, V O.— U. S. STAN N y.1 u RD SELrn 0 SILE L N 80 70 0 60 Q z 7- 1n aa. 50 _ - z • w U W 40 a 30 20 - 10 r 0 IIII ■ •1 ■ ■ i� ■ - ■ s - ■ - ■ ■ 100 10 1 0 PARTICLE SIZE (mm) - 1• 1 0.01 0.001 PARTICLE SIZE ANALYSIS _ Semple Designation Sample Depth (feet) Symbol Liquid Omit (°) Plasticity ItuteR Classificnuo„ B-4 0-12 inches • NR NR SM c , m CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 4 14518 MERIDIAN PARKWAY. 501EE A 1 RIVERSIDE. CA 85511 1 151.571.1011 1 EIII 151.511.4111 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 - U. S. STANDARD SIEVE SIZE c Li 2 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-4 0-12 inches SM // CONSTRUCTION TESTING & ENGINEERING INC. ,4111 - ...0.. 1 111.4.3E,1*144111411 5II..a I MR •01..1.41.• • CTE JOB NUMBER: 40-2251 100 • • • 90 N el .r et :-. M M V co O U. S. tD STAND N "1 RD S E Vii f SILL N 80 70 ":-.. 60 LIZ 0- '14 50 1- z w (...) w 40 _ . A. 30 20 10 0 i i i ■ i■ i • i ■ ■ 100 10 0 PARTICLE SIZE (mm) • 1 0.01 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) Symbol Liquid Limn (%5 Ptusticity Index B-4 24-31" • NR NR SM c , • CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11551 *KER1RMAN PARKWAY. 59111 A 1 R1RER519E. CA 92511 1 951.311.1911 1 FAX 951-511.4111 100 – 90 N —;.-. m — E+S t} 00 A7 I. 10 G N • rn i • • •�r ON . 1 O N 80 - - 70 0 60 t1 K to - to pQ„ 50 - z w U . . IX 40 w a 30 20 —. 10 0 II i ® ! illf -- • • 81 18 JD --i1 -----® 100 10 0 PARTICLE SIZE (mm) 1 0.01 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity Inch. B-4 48-60" • NR NR SW -SM S IN - CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11555 MERIDIAN FAIRWAY. SUM A 1 RIVERSIDE. CA 02515 1 251.511.4001 I FAX 851.511.1108 100 90 fV — r oo O U. 5. b ST N • IS DANT, O el SIEVE O SIDE O O N 80 MI ila '11.1111 o 60 I Z70 I 1:ii . 30 . . 1 20 11 III .0 0 ll il III ha 0 _ ■ ■ ■ ■ ■ ■ ■ 100 10 1 0 PARTICLE SIZE (mm) 1 0.01 0.001 PARTICLE SIZE ANALYSIS Semple Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity lades Cluxstf cat;on , 0-12" • NR NR SM 5B-5 • CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 IESS6 NEsialAll PARIW Y. SUITE 4 1 RIPE11101. CA 11511 1 P51.67l./01I I fA1 *71.511./116 I . 1 WI .... PERCENT PASSING (%) • - tv L.. 4:- lls ON -4 03 SO C.. 0 0 0 0 0 0 0 0 0 0 C .J_____ i 1 1 1 1 1 . 1 1 = = ..... _ ._. . . • ,.o .:::. 31 0 . 0 • ra a iii a al a 100 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth Ma) -Symbol Liquid Limit WO Plasticity Index B-5 12-18 inches • NR NR SM . • . . ' CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11i111 MESIIIIIAN PARKWAY: SUIll 11 I RIVERSIDE. CA A2518 I 151.371.4.011 I FAX 051.S/i.11-11 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 0 U. S. STANDARD SIEVE SIZE 0 c I0 1 1 1 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM 0 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-5 12-18 inches SM CONSTRUCTION TESTING & ENGINEERING. INC. CTE JOB NUMBER: 40-2251 100 • • • – 90 U. a. i AP(UAKP au.1't bILE 80 �— . 70 • er 60 z 50 01. F - Z CA U W40 30 - T _ ..�. 20 i 10 0 ■ 0 • ■ i- If- t i i • ■ • • 100 10 1 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) • Symbol Liquid Limit (%) Plasticity ludas Ctass;rcutiw, B-5 30-36" • NR NR SM 5 • ' CONSTRUCTION TESTING & ENGINEERING, INC.• CTE JOB NUMBER: 40-2251 - 11551 whom P'ABIIYAY. Suitt A 1 RIVI1611I. CA 87311 1 861.571.1011 1 FAI 861.511.1118 100 • • • • • 90 U. S. ... STAIN N ^r5 D.ikRiD V SIEVE N SIZE h hl 80 70 60 V z to a so z w U W 40 0. 30 — 20 10 0 • •. •■ -. -� al L.. mu -iii is i ni- too 10 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS i Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Ptasttetty index , Ctayaifa:ation B-6 0-12 inches • NR NR SM mi 5 . CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11691 MERMAN PARKWAY, SORE A I R111E0510E. CA MIA 1 951.511.1001 1 FAX 911.S71.411a PERCENT PASSING .(1/0) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 O U. S. STANDARD SIEVE SIZE 0 N eS t 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Semple Designation Sample Depth Symbol Plasticity index Classification B-6 0-12 inches SM r ? CONSTRUCTION TESTING & ENGINEERING, INC. „ua Unix . was 4 1 Mumma, a,. o0 cam 1 111spudaau ,,.,,u.,,,., ,. - CTE JOB NUMBER: 40-2251 100 s 90 N —, - tai e crt V W O U.S.'STANDARD — O N ..5 Crh SIEVE Sic.). O O N 80 70 o fi0 Z En a 50 1, Z W U - w 40 0. 30 - 20 10 0 - ■ ■ ■ . ■ ■ - . - . ■ !b i . * 100 10 1 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (fret) Symbol Liquid Limit (%) Pfestici y 1ndax a�s;flcxa.,,. B-6 33-50" • NR NR SP-SM • CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 14551 MEKIIIKI PARKWAY. SIDE A I RIVERSIDE. CA 17111 I IS1.571.11I1 I FAX 151.17I.011 Inn • 'r PERCENT PASSING (%) N W .P vi Os �1 00 'G < O O 0 0 0 0 0 0 0 0 C 1 • I1 4 1 4 i N .-. • .� M M M II b. 100 10 1 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity Indee Claseittcmion 8-6 50-60" • NR NR SW -SM CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 11511 MERIDIAN PAR[WA1. S011E A I 01v885154. 6117511 1151.711.4011 1 FAX 851.571.11/1 ' • 100 • • • 90 N -. m- 4n a- 00 0 0. Si ,D4 ST b NDA.RD SIEVE SIZE e`4 80 70 a 60 C? Q 50 a 1- 40- 30 20 10 0 ■ I ■! Ma a- 0 a - 111 -a IM IN 100 10 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS _ Sample Designation Sample Depth (feet) Symbol Liquid Limit (%) Plasticity Index Ctassiacetios B-7 0-12" '0 r Nit NR SM - S ' CONSTRUCTION TESTING & ENGINEERING, INC.• CTE JOB NUMBER: 40-2251 11571 MERIPIAll PARKYFAP, 5111E A I FlIVFASIOE. CA 12511 1851.571.4011 1 FAX 851.5!1.4111 100.0 - U. S. STANDARD SIEVE SIZE fV O 90.0 80.0 70.0 60.0 rn rn 50.0 a a 40.0 a 30.0 _ 20.0 10.0 0.0 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM 0 422) - _ Sample Designation Sample Depth Symbol Plasticity Index Classification 13<7 ' 0-12 inches SM CONSTRUCTION TESTING & ENGINEERING INC. .,U. a.,�.�............n.. u Immo.. e, tail 1.u1..,�.,on,'. ., ,nu...I...,. ' - - - CTE JOB NUMBER: 40-2251 100 • • • 90 N ..; en ... cc v co c:' U. S. ..c. c.. S, N AI A DARED . IvOi STEVESIZEp O N 80 70 lt.. 60 fn m a 50 - 1-, Z W U W 40 - a 30 20 10 0 ■ ! ■ ■ it ■ i ■ a ■ ■ Ii I Q 100 10 0 1 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS Sample Designation Sample Depth (fen) Symbol Liquid Limit (%) Plasticity Index Classification B-7 i2-24" - • NR NR SM • CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 14S111Af010U0 PARKWAY. SUM A 1 211T10110f. CA 92511 1 951.SI1.4041 1 fAI 951.511.4*/ I Inn �—� PERCENT PASSING (%) 0 0 0 0 0 0 0 0. 0 0 C 1 I I _1 1-_ 1 1 1 1 1 i N `- v, — ` .-. M -- ` .-. C1 et O0 O v. a: — 1 N A1�UAlt�u M Stab I h 1 arLr� o C (OV ■ III II -I III -111- ■ ■- ■ - 100 10 1 01 • 0.01 PARTICLE SIZE (mm) 0.001 PARTICLE SIZE ANALYSIS —' Sample Designation Sample Depth (feet) Symbol Liquid(%) Plasticity Index classification B-8 6-12 inches - • ,Limit NR NR SM - c • 2 CONSTRUCTION TESTING & ENGINEERING, INC. CTE JOB NUMBER: 40-2251 14531 SAEAIDISS PARKWAY, SA A 1 RIVERSIDE. CA 95555 1951.511.4011 I FAX 951.511.1155 PERCENT PASSING (%) 100.0 90.0 80.0 70.0 60.0 50.0 40.0 30.0 20.0 10.0 0.0 -U. S. STANDARD SIEVE SIZE 0 rj MIEN 11 II 11111 11 111111110 II II 11 III 1111111111M111 11111 111111 10 01 PARTICLE SIZE (mm) 0.01 0.001 PARTICLE SIZE ANALYSIS (ASTM D 422) Sample Designation Sample Depth Symbol Plasticity Index Classification B-8 • 6-12 inches SM S CONSTRUCTION TESTING & ENGINEERING, INC. ,.,„. ..,.,,.,.C.,.....,..�,.... �...�..,.,.... CTE JOB NUMBER: 40-2251 LABORATORY TEST RESULTS BY EARTH SYSTEMS SOUTHWEST (2007b) File No.: 11112-02 Lab Number: 07-0507 MAXIMUM DENSITY / OPTIMUM MOISTURE September 12, 2007 ASTM D 1557-02 (Modified) Job Name: Travertine, La Quinta Sample ID: 1 Location: B1 @ 1-4 feet Procedure Used: A Preparation Method: Moist Rammer Type: Mechanical Description: Yellowish Gray Silty Fine to Coarse Sand w/Gravel (SM) Maximum Density: Optimum Moisture: Dry Density, pcf a 1 1 Moisture Content, percent 1 140 135 130 125 120 115 110 105 100 0 121.5 pef 12% Sieve Size % Retained 3/4" 0.6 3/8" 33 7;4 7,6 ----- Zero A Voids Lines, sg =2.65, 2,70, 2,75 h\ 5 10 15 20 25 EARTH SYSTEMS SOUTHWEST 30 35 LABORATORY TEST RESULTS BY EARTH SYSTEMS SOUTHWEST (2007c) SIEVE ANALYSIS ASTM C-136 JOB NUMBER: 111I2-04 9/24/2007 JOB NAME: Travertine Project, Between Ave 60 & 64, La Quinta SAMPLE LD.: Sandy Gravel (GW) LOCATION: S2 a 1 feet SIEVE SIZE % PASSING 2 1/2" 100 2" 83 1 1/2" 70 1" 64 3/4" 61 1/2" 58 3/8" 49 43 #8 34 #16 22 #30 12 #50 5 #100 2 #200 1.1 EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 SIEVE ANALYSIS ASTM C-136 JOB NUMBER: 11112-04 9/24/2007 JOB NAME: Travertine Project, Between Ave 60 & 64, La Quinta SAMPLE I.D.: LOCATION: % PASSING 100 -_W. 90- 80 - 70 60 50 .. . 40 30 .._. 20 ...... 10 0 - 100 Well Graded Sand w/Grave] (SW) S3cr1feet SIEVE SIZE % PASSING 11/2" 100,0 1" 98.7 3/4" 96.9 1/2" 93.3 3/8" 91.0 #4 82.3 #8 71.5 #16 51.7 #30 30.1 #50 73,0 #100 4.8 #200 2.1 .................... 10 SIEVE SIZE mm 0.1 EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 SIEVE ANALYSIS ASTM C-136 JOB NUMBER: 11112-04 9/24/2007 JOB NAME: Travertine Project, Between Ave 60 & 64, La Quinta SAMPLE I.D,: Gravelly Sand (GW/SW) LOCATION: S5 @ 1 feet 100 90 - 80 70 O 60 - cip S0 .. O ▪ 40 30 20 - 10- n-' 100 SIEVE SIZE % PASSING 2" 100 1 1/2" 91 1" 81 3/4" 75 1/2" 68 3/8" 62 #4 50 #8 36 #16 21 #30 11 #50 5 #100 2 #200 L3 10 SIEVE SIZE tnm 0.1 EARTH SYSTEMS CONSULTANTS SOUTHWEST 0.01 File No.: 11112-04 September 24, 2007 SIEVE ANALYSIS ASTM C-136 Job Name: Travertine Project, Between Ave 60 & 64, La Quinta Sample ID: S6 @ 1 feet Description: Poorly Graded Sand (SP) 100 90 - 80 70 60 bf) tz' 50 40 30 20 10 Sieve Size % .Passing 100 10 3" 100 2" 100 1-1/2" 100 1" 100 3/4" 100 100 3/8" 99 #4 g7 #8 92 #16 74 #30 44 #50 19 #100 #200 4 1 1 1 01 0.01 SIEVE Size, min EARTH SYSTEMS SOUTHWEST File No.: 11 1 12-04 Lab No.: 07-0682 PARTICLE SILL ANALYSIS November 21, 2007 ASTM D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #4 - 2-4 feet Description: Well Graded Sand w/Gravel (SW) 101) 90 .. . 80 70 ... 60 50 J 47)40- 30 - 20 - 10 0 100 Sieve Percent Size Passing 1-1/2" 100 I" 100 3/4" 100 1/2" 98 3/8' 98 93 #8 74 #16 51 % Gravel: 7 430 31 % Sand: 89 450 16 % Silt: 1. #100 7 "/, Clay (3 micron): 3 4200 4 (Clay content by short hydrometer method) 10 0. Particle. Size ( amu) EARTH SYSTEMS SOUTHWEST 0,01 0.001 Fife No.: 1 l 112-04 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM. D-422 Job Name: Travertine Project, La Quinta Sample 1D: Test Pit #14 - 1-3 feet Description: Sandy Gravel (GW) 100 90 80 70 - ,'60 50 - Ffi d0 30 20 10 0 100 Sieve Percent Size Passing 1.1/2" 100 1" 65 3/4" 58 1./2" 53 3/8" 49 #4 43 35 416 25 % Gravel: 57 430 16 % Sand: 38 450 10 % Silt: 3 #100 7 % Clay (3 micron): 2 #200 5 (Clay contest by short hydrometer method) 10 0. Particle Size ( nim) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 111.12-04 November 21, 2007 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #17 - 4-5 feet Description: Gravelly Sand (SW) 100 90 80 70 - °"60 z 50 • 40 30 20 10 0 I00 Sieve Percent Size Passing 1-1/2" 100 1" 80 3/4" 78 1/2" 76 3/8" 74 #4 68 58 #16 41 % Gravel: 32 #30 22 % Sand: 66 450 10 % Silt: 0 #100 4 % Clay (3 micron): 3 #200 3 (C.Iay content by short hydrometer method) 10 0. Particle Size ( min) EARTH SYSTEMS SOUTHWEST 0.01 .0.001 File No,: 11112-04 November 21., 2007 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Travertine Project, La Quinta Sample .1D: Test Pit #1.9.2.5-4 feet Description: Gravelly Sand (SW) 100 70 30 20 - 10 - (1 100 Sieve Percent Size Passing 1-1/2" 100 1" 80 3/4" 77 1/2" 72 3/8" 69 #4 61 #8 49 #16 33 % Gravel: 39 #30 18 % Sand: 58 #50 8 %) Silt: 0 #100 4 % Clay (3 micron): 3 #200 3 (Clay content by short hydrometer method) 10 0.1 Parade Size ( mm) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 1 1 1 12-04 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM D-422 Job Name: Travertine Project, La Quin.ta Sample ID: Test Pit #26 - 5-6 feet .Description: Sandy Gravel (GW) 100 90 .... 60 7!} - ,SP 60f r50..._ 40 30 ., ..-. 20 10 0• 1 )0 Sieve Percent Size Passing 1-1./2" 100 1" 73 3/4" 67 1/2" 60 3/8" 53 #4 48 38 #16 30 % Gravel: 52 #30 19 %) Sand: 45 #50 10 % Silt: 1 #100 5 % Clay (3 micron); 2 #200 3 (Clay content by short hydrometer method) 10 0,1 Particle Size ( nim) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 11112-04 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM D-422 Job Nance: Travertine Project, La Quinta Sample ID: Test Pit 429 - 4-6 feet Description: Well Graded Sand w/Silt (SW -SM.) 100 90 80 - 70 30 20 1) 100 e Sieve Percent Size Passing 1-1/2" 100 1" 100 314" 98 1/2" 95 3/8' 93 84 #8 68 #16 48 "A, Gravel: 16 4.30 30 `%, Sand: 77 #50 17 % Silt: 2 #100 9 % Clay (3 micron): 4 #200 6 (Clay concern by short hydrometer method) 10 0. Particle Size ( ram) EARTH SYSTEMS SOUTHWEST 0.01 0.001 Fife No.: 1 1 11.2-04 November 21, 2007 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #32 - 3-5 feet Description: Well Graded Sand w/Silt (SW -SM) 100 90 80 70 "G0 U.' ,lam 50 .. . nj U it P 40 -.. .. 30 ... 2/0` 10 100 Sieve Percent Size Passing 1-112" 100 1" 100 3/4" 99 112" 95 3/8" 93 44 87 #8 76 #16 57 % Gravel: 13 #30 32 %, Sand: 83 #50 14 6/0 Silt: 1 #100 7 %► Clay (3 micron): 4 #200 5 (Clay content by short hydrometer method) 1 {) 0,1 Particle Size ( nim) EARTH SYSTEMS SOUTHWEST 0.01 {).001 File No.: 11112-04 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM D-422 Job Name: Travertine Project, La Quinta Sample 1D: Test Pit #35. 1-3 feet Description: 0.0 100 90 80 E, 60 7 50 40 30 -- 20 - 10 0 100 Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/2" 100 3/8" 98 #4 93 #8 85 #16 71 % Gravel: 7 #30 55 Sand: 87 450 33 0/u Silt: 2 4100 12 % Clay (3 micron): 3 4200 5 (Clay content by short hydrometer method) 10 (1.1 Particle Size ( 11i)1) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 1.1.112-04 November 21, 2007 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Travertine Project, La Quinta Sample 1D: Test Pit #37 - 4-7 feet Description: Gravelly Sand (SW) Sieve Percent Size Passing 100 - 90- 80 70 .. cf' 60 F,=.4,' 3 40 50 ^.J 30 20 1 0 0 100 t Ilt 1-1/2" 100 1" 92 3/4" 89 1/2" 85 3/8" 82 ##4 71 #8 53 #16 34 % Gravel: 29 #30 18 % Sand: 68 #50 8 % Silt: 0 #100 5 tVo Clay (3 micron): 3 #200 3 (Clay content by short hydrometer method) 10 0. Pariicie Size ( Elm) EARTH SYSTEMS SOUTHWEST 0.01 0.001 File No.: 1.1 ] 12-04 Lab No,: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #41 - 3-5 feet Description: Gravelly Squid w/Silt (SW -SM) 100 ®c 90 — 80 — 70 • 30 20 0 (1 100 Sieve Percent Size Passing 1-1/2" 100 100 3/4" 100 1/2" 86 3/8" 74 #4 68 #8 56 #16 43 % Gravel: 32 #30 29 0/a Sand: 62 #50 17 % Silt: 2 #100 9 "4 Clay (3 micron): 4 #200 6 (Clay content by short hydrometer method) 10 0.1 article Size ( nim) EARTH SYSTEMS SOUTHWEST 0.01 .0.001 File No.: 1 1112-04 Lab No.: 07-0682 PARTICLE SIZE ANALYSIS November 21, 2007 ASTM .D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #45 - 2-4 feet Description: 0.0 100 90 go 70 30 - 20 ..... 10 .- .,.. 0 100 Sieve Percent Size Passing 1-1/2" 100 1" 100 3/4" 100 1/2" 100 3/8" 98 93 85 416 71 % Gravel: 7 430 55 % Sand: 87 #50 33 %Y0 Silt: 2 #100 12 °A Clay (3 micron): 3 4200 5 (Clay content by short hydrometer method) 10 1 0; Particle Size ( nano) EARTI-1 SYSTEMS SOUTHWEST 0.01 0.001 File No.: 11112-04 November 21, 2007 Lab No: 07-0682 PARTICLE SIZE ANALYSIS ASTM D-422 Job Name: Travertine Project, La Quinta Sample ID: Test Pit #47 - 10-12 feet Description: 0.0 100 90 80 70- 60 50 J 40 30 - 20 11) Sieve Percent Size Passing 1-1/2" 100 l" 100 3/4" 100 1/2" 100 3/8" 98 93 85 416 71 % Gravel: 7 #30 55 % Sand: 87 #50 33 % Silt: 2 #100 12 % Clay (3 micron): 3 #200 5 (Clay content by short hydrometer method) 0 100 10 0.1 P fiule Size ( nun) EARTH SYSTEMS SOUTHWEST 0.01 0,001 File No.: 111.12-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 1 Location: Test Pit #4 - 2-4 feet Description: Well Graded Sand w/Gra.vel (SW) Maximum Density: 118 pcf Optimum Moisture: 9`% Dry Density, pcf 140 135 130 125 120 115 110 105 100 Procedure Used: A Preparation Method: Moist Rammer Type: Mechanical Lab Numbe 07-0682 Sieve Size % Retained 3/4" 0.4 3/8" 2.4 #4 9.5 r .kkik r . I 1 I Zero Air Voids Lines, 111111111111111111111 111P 1P111111101 I 1111111111 0 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM. MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 2 Location: Test Pit #14 - 1-3 feet Description: Sandy Gravel (GW) Maximum Density: 126 pcf Optimum Moisture: 5% Corrected for Oversize (ASTM D4718) Dry Density, pcf 140 135 130 125 120 115 ]10 105 100 0 Procedure Used: C Preparation Method: Moist Rammer Type: Mechanical Lab Numbe 07-0682 Sieve Size % Retained 3/4" 19.7 318" 24.3 #4 30.8 < Zero Air Voids Lines, sl, =2.65, 2,70 2 75 III 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM. D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 3 Location: Test Pit #17 - 4-5 feet Description: Gravelly Sand (SW) Maximum Density: 128.5 pcf Optimum Moisture: 10% Corrected for Oversize (ASTM D4718) Dry Density, pcf 1.40 135 1 30 125 120 115 110 105 100 0 Procedure Used: C Preparation Method: Moist Rammer Type: Mechanical Lab Numbe- 07-0682 Sieve Size % Retained 3/4" 19.3 3/8" 22.9 #4 28.7 Zero Air Voids Lines. sb =2.65, 2,70 2 75 5 10 15 20 25 30 35 Moisture Content, percent EARTH SYSTEMS SOUTHWEST File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 4 Location: Test Pit #19 - 2.5-4 feet Description: Gravelly Sand {SW) Maximum Density: 131 pcf Optimum Moisture: 9,5% Corrected for Oversize {ASTM D4718) Dry Density, pcf 140 135 130 125 120 115 1.10 105 100 {1 Procedure Used: C Preparation Method: Moist Rammer Type: Mechanical Lab Nurnbe 07-0682 Sieve Size % Retained 3/4" 19.7 3/8" 26,8 #4 36,3 .i < Zero Air Voids Lines, sg =2.65, 2,70, 2 75 1 1 5 10 15 20 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 25 30 35 File No.: 11 1 12-04 Lab Na.: 07-0652 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) job Name: Travertine Project, La Quinta Sample ID: 5 Location: Test Pit #26 - 5-6 feet Description: Sandy Gravel (GW) Maximum Density: 127.5 pcf Optimum Moisture: 7% Corrected for Oversize (ASTM D4718) Dry Density, pcf 140 135 130 125 120 115 110 105 100 Procedure Used: C Preparation Method: Moist Rammer Type: Mechanical Lab Numbe- 07-0682 Sieve Size % Retained 3/4" 19,8 3/8" 28.8 #4 39.1 Zero Air Voids Linos, s� =2.65, 2,70, 2,75 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM. D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample 1D: 6 Location: Test Pit #29 - 4-6 feet Description: Well Graded Sand w/Silt (SW -SM.) Maximum Density: 129 pcf Optimum Moisture: 8.5`%> Corrected for Oversize (ASTM D4718) Dry Density, pci 140 135 130 125 120 115 110 105 100 Procedure Used: C Preparation Method: Moist Rammer Type: Mechanical Lab Numbe 07-0682 Sieve Size % Retained 3/4' 15.2 3/8" 21.1 28.7 0 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 7 Location: Test Pit #32 - 3-5 feet Description: Well Graded Sand w/Sift (SW -SM) Maximum Density: 115.5 pcf Optimum M.oisture: 8% 140 135 130 110 105 100 0 Procedure Used: A Preparation Method: Moist Rammer Type: Mechanical Lab Numbe 07-0682 Sieve Size % Retained 3/4" 3/8" 3.5 7.1 13.2 < Zero Air Voids Lines, sb =2.65, 2,70. 2 75 5 10 15 20 25 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 30 35 File No.: 11112-04 Lab No.: 07-0652 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM1) 1557-91 (Modified) job Name: Travertine Project, La Quinta Sample ID: 8 Location: Test Pit #37 - 4-7 feet Description: Gravelly Sand (SW) Maximum Density: 121.5 pef Optimum Moisture: G'% Dry Density, pcf 140 135 130 125 120 115 110 1(15 100 0 Procedure Used: B Preparation Method: Moist Rammer Type: Mechanical Lab Numbe 07-0682 Sieve Size % Retained 3/4" 5.9 3/8" 10.7 #4 1.9.8 < Zero Air Voids Lines sg µ2.G5, 2,70 2,75 5 10 15 20 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 25 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 9 .Location: Test Pit #41 - 3-5 feet Description: Gravelly Sand w/Silt (SW -SM.) Maximum Density: Optimum Moisture: 140 135 130 125 120 115 110 105 100 122.5 pcf 6.5`1/0 Procedure Used: A Preparation .Method: Moist Rammer Type: Mechanical Lab Numnbe 07-0682 Sieve Size % Retained 3/4" 0.3 3/8" 2.1 #4 5.8 li mimIllahmill Ilmillillimm I 11,11111111111 11111111111111 1Mill.....WilMIME < Zero Air Voids Lines,IMMEMMIERIVEMI11111 1111111111111111111111 1111511111111111111111111111111111 111111111111111111111111111111111111111111111111 111111111111111111IIIM MEMMIK 11111411111110 MEM MUM • 101.101.0kAMMEMEMMEM 0 5 10 15 20 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 25 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 10 Location: Test Pit #45 - 2-4 feet Description: Well Graded Sand w/Gravel (SW) Maximum Density: 128 pcf Optimum Moisture: 7.5% Corrected for Oversize (ASTM D4718) Dry Density, pcf 140 135 130 125 120 115 110 105 100 0 Procedure Used: C Preparation Method: Moist Rainrner Type: Mechanical Lab Numb e. 07-0682 Sieve Size % Retained 3/4" 19.0 3/8" 24,3 #4 29.5 Zero Air• Voids Lincs, s , -2.65, 2,70 2 75 5 10 15 20 Moisture Content, percent EARTH SYSTEMS SOUTHWEST 25 30 35 File No.: 11112-04 Lab No.: 07-0682 MAXIMUM DENSITY / OPTIMUM MOISTURE November 21, 2007 ASTM D 1557-91 (Modified) Job Name: Travertine Project, La Quinta Sample ID: 11 Location: Test Pit #47 - 10-12 feet Description: Well Graded Sand w/Gravel (SW) Maximum Density: Optimum Moisture; 140 135 130 125 120 115 110 105 100 (1 117.5 pCf 8.5% Procedure Used: A Preparation Method: Moist Rammer Type: Mechanical Lab Nurnbe- 07-0682 Sieve Size % Retained 3/4" 3/8' #4 7.6 11.0 14,5 Zero Air Voids Lines, s, =2.65, 2,70 2,75 5 10 15 20 Moisture Content, percent .EARTH SYSTEMS SOUTHWEST 25 30 35 File No.; 11112-04 Lab No.: 07-0682 SOIL CHEMICAL ANALYSES November 2I, 2007 Job Name: Travertine Project, La Quinta Job No.: 11112-04 Sample ID: Sample Depth, feet: #4 #14 #17 2-4 1-3 4-5 DF RL Sulfate, mg/Kg (ppm): 1 0.50 Chloride, mg/Kg (ppm): l 0,20 pET, (pH Units): 8.40 7,40 8.10 I 0.41 Resistivity, (ohm -cm): 2,700 750 5,200 N/A N/A Conductivity, (µmhos -cm): Note: Tests performed by Subcontract Laboratory: Surabian AG Laboratory 105 Tesori Drive Palm Desert, California 92211 Tel: (760) 200-4498 DF: Dilution Factor RL: Reporting Limit 2.00 General Guidelines for Soil Corrosivity Chemical Agent: Amount in Soil Degree of Corrosivity Soluble Sulfates 0 -1000 mg/Kg (ppm) [ 0-.1%1 1000 - 2000 mg/Kg (ppm) [0.1-02%] 2000 - 20,000 mg/Kg (ppm) 10.2-2.0%] > 20,000 mg/Kg (ppm) [>2.0%1 Low Moderate Severe Very Severe Resistivity 1-1000 ohne-cm 1000-2000 ohm -cm 2000-10,000 ohm -cm 10,000+ ohm -cm Very Severe Severe Moderate Low EARTH SYSTEMS SOUTHWEST File No.: 11112-04 Lab No..: 07-0682 SOIL CHEMICAL ANALYSES November 21, 2007 Job Name: Travertine Project, La Quinta Job No,: 11112-04 Sample ID: #19 #26 #29 Sample Depth, feet: 2.5-4 5-6 4-6 DU RL Sulfate, mg/Kg (ppm): 1 0.50 Chloride, mg/Kg (ppm): 1 0.20 pH, (pH Units): 8.05 7.70 8.60 1 0.41 Resistivity, (ohm -cm): 3,650 980 5,300 N/A N/A Conductivity, {turbos -cm): Note: Tests performed by Subcontract Laboratory: Surabian AG Laboratory 105 Tesori Drive Palm Desert, California 92211 Tel: (760) 200-4498 DF; Dilution Tactor RL: Reporting Limit 2.00 General Guidelines for Soil Corrosivity Chemical Agent Amount in Soil Degree of Corrosivity Soluble Sulfates 0 -1000 mg/Kg (ppm) [ 0-.1%] 1000 - 2000 mg/Kg (ppm) [0.1-0.2%] 2000 - 20,000 mg/Kg (ppm) [0.2-2.0%] > 20,000 mg/Kg (ppm) [>2.0%i Low Moderate Severe Very Severe Resistivity 1-1000 ohm -cm 1000-2000 ohm -cm 2000-10,000 ohm -cm 10,000x- ohm -cm Very Severe Severe Moderate Low EART1-1 SYSTEMS SOUTHWEST File No,: 11112-04 Lab No.: 07-0682 SOIL CHEMICAL ANALYSES November 21, 2007 Job Name: Travertine Project, La Quinta Job No.: 11112-04 Sample ID: Sample Depth, feet: #32 #35 #37 3-5 1-3 4-7 DF RL Sulfate, mg/Kg (ppm): 1 0.50 Chloride, mg/Kg (ppm): 1 0.20 pI-i, (pII Units): 8.60 8.15 7.90 1 0.41 Resistivity, (ohne-cm): 2,350 790 1,440 NIA N/A Conductivity, (f.Lnlhos-cm): Note: Tests performed by Subcontract Laboratory: Surabian AG Laboratory 105 Tesori Drive Palm Desert, California 92211 Tel: (760) 200-4498 DR Dilution Factor RL: Reporting Limit 2.00 General Guidelines for Soil Corrosivity Chemical Agent Amount in Soil Degree of Corrosivity Soluble Sulfates 0 -1000 mg/Kg (ppm) [ 0-.1%1 1000 -2000 mg/Kg (ppni) [0.1-0.2%] 2000 - 20,000 mg/Kg (ppm) [0.2-2.0%] > 20,000 mg/Kg (ppm) [>2.0%1 Low Moderate Severe Very Severe Resistivity 1-1000 ohm -cm 1000-2000 ohm -cm 2000-10,000 ohm -cm 10,000+ ohm -cm Very Severe Severe Moderate Low EARTH SYSTEMS SOUTHWEST File No.. 11112-04 Lab No.: 07-0682 SOIL CHEMICAL ANALYSES November- 21, 2007 Job Name: Travertine Project, La Quinta Job No,: 11112-04 Sample ID: Sample Depth, feet: #41 445 #47 3-5 2-4 10-12 DF R1. Sulfate, nig/Kg (ppm): 1 0.50 Chloride, mg/Kg (ppm): 1 0 20 1H, (pH Units): 7.70 7.95 8,00 1 0.41 Resistivity, (ohm -cm): 280 3,1.50 1,950 N/A N/A Conductivity, (kmhos-cm): Note: Tests performed by Subcontract Laboratory: Surabian AG Laboratory 105 Tesori Drive Palm Desert, California 92211 Tel: (760) 200-4498 DF: Dilution Factor 1t.L: Reporting Limit 2.00 General Guidelines for Soil Corrosivity Chemical Agent Amount in Soil Degree of Corrosivity Soluble Sulfates 0 -1000 mg/Kg (ppm) [ 0-.1%] 1000 - 2000 mg/Kg (ppm) [0,1-0.2%] 2000 - 20,000 mg/Kg (ppm) [0.2-2.0%] > 20,000 mg/Kg (ppm) [>2.0%] Low Moderate Severe Very Severe Resistivity 1-1000 ohm -cm 1000-2000 ohm -cm 2000-10,000 ohm -cin 10,000+ ohm -cm Very Severe Severe Moderate Low EARTH SYSTEMS SOUTHWEST APPENDIX D Map data ©2020 1/7/2020 Latitude, Longitude: 33.60143, -116.26159 U.S. Seismic Design Maps OSHPD Go gle 4S UOSia}Jar 62nd Ave Date 1/7/2020, 3:56:01 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Stiff Soil Type Value Description SS 1.5 MCER ground motion. (for 0.2 second period) S1 0.584 MCER ground motion. (for 1.0s period) SMS 1.5 Site -modified spectral acceleration value SM1 null -See Section 11.4.8 Site -modified spectral acceleration value SDS 1 Numeric seismic design value at 0.2 second SA SD1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.522 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.575 Site modified peak ground acceleration TL 8 Long -period transition period in seconds SsRT 1.553 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.688 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1 RT 0.584 Probabilistic risk -targeted ground motion. (1.0 second) Si UH 0.652 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.522 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.92 Mapped value of the risk coefficient at short periods CR1 0.897 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 1/2 1/7/2020 U.S. Seismic Design Maps DISCLAIMER While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. https://seismicmaps.org 2/2 1/7/2020 Unified Hazard Tool U.S. Geological Survey - Earthquake Hazards Program Unified Hazard Tool Please do not use this tool to obtain ground motion parameter values for the design code reference documents covered by the U.S. Seismic Design Maps web tools (e.g., the International Building Code and the ASCE 7 or 41 Standard). The values returned by the two applications are not identical. ^ Input Edition Dynamic: Conterminous U.S. 2014 (upd; Latitude Decimal degrees 33.60143 Longitude Decimal degrees, negative values for western longitudes -116.26159 Site Class 259 m/s (Site class D) Spectral Period Peak Ground Acceleration Time Horizon Return period in years 2475 https://earthquake.usgs.gov/hazards/interactive/ 1/4 1/7/2020 Unified Hazard Tool ^ Deaggregation Component Total • E = (-°° .. -2.5) • E _ [-2.5 .. -2) • E= [-2 .. -1.5) ❑ E= [-1.5 .. -1) ❑ s = [-1.. -0.5) ❑ E _ [-0.5 .. 0) ❑ E=[0..0.5) ❑ E _ [0.5 .. 1) ❑ E= [1..1.5) • E=[1.5..2) • E=[2..2.5) • E=[2.5..+°°) https://earthquake.usgs.gov/hazards/interactive/ 2/4 1/7/2020 Unified Hazard Tool Summary statistics for, Deaggregation: Total Deaggregation targets Recovered targets Return period: 2475 yrs Exceedance rate: 0.0004040404 yr -1 PGA ground motion: 0.75141644 g Return period: 3071.2487 yrs Exceedance rate: 0.00032560046 yr -1 Totals Mean (over all sources) Binned: 100 Residual: 0 Trace: 0.1 % m: 7.01 r: 14.58 km Eo: 1.73 a Mode (largest m -r bin) Mode (largest m -r -Eo bin) m: 7.34 r: 15.62 km Eo: 1.816 Contribution: 9.93 m: 7.34 r: 15.83 km Eo: 1.8 G Contribution: 9.21 % Discretization Epsilon keys r: min = 0.0, max = 1000.0, = 20.0 km m: min = 4.4, max = 9.4, = 0.2 E: min = -3.0, max = 3.0, = 0.5 a E0: [ 00 .. -2.5) El: [-2.5 .. -2.0) E2: [-2.0 .. -1.5) E3: [-1.5 .. -1.0) E4: [-1.0 .. -0.5) E5: [-0.5 .. 0.0) E6: [0.0 .. 0.5) E7: [0.5 .. 1.0) E8: [1.0 .. 1.5) E9: [1.5 .. 2.0) E10: [2.0 .. 2.5) Ell: [2.5 .. +oo] https://earthquake.usgs.gov/hazards/interactive/ 3/4 1/7/2020 Unified Hazard Tool Deaggregation Contributors Source Set y Source Type r m co Ion tat az 0/0 UC33brAvg_FM31 System 30.73 San Andreas (Coachella) rev [2] 15.84 7.68 1.66 116.143°W 33.704°N 43.80 22.64 San Jacinto (Anza) rev [5] 26.44 8.01 1.93 116.513°W 33.490°N 242.00 3.26 San Jacinto (Clark) rev [2] 23.82 7.78 1.97 116.366°W 33.406°N 203.99 3.10 UC33brAvg_FM32 San Andreas (Coachella) rev [2] San Jacinto (Anza) rev [5] San Jacinto (Clark) rev [2] UC33brAvg_FM31 (opt) PointSourceFinite: -116.262, 33.633 PointSourceFinite: -116.262, 33.633 PointSourceFinite: -116.262, 33.651 PointSourceFinite: -116.262, 33.651 PointSourceFinite: -116.262, 33.714 PointSourceFinite: -116.262, 33.705 PointSourceFinite: -116.262, 33.714 PointSourceFinite: -116.262, 33.705 UC33brAvg_FM32 (opt) PointSourceFinite: -116.262, 33.633 PointSourceFinite: -116.262, 33.633 PointSourceFinite: -116.262, 33.651 PointSourceFinite: -116.262, 33.651 PointSourceFinite: -116.262, 33.714 PointSourceFinite: -116.262, 33.705 PointSourceFinite: -116.262, 33.714 PointSourceFinite: -116.262, 33.705 System Grid Grid 30.54 15.84 7.68 1.67 116.143°W 33.704°N 43.80 22.44 26.44 7.99 1.94 116.513°W 33.490°N 242.00 3.31 23.82 7.78 1.97 116.366°W 33.406°N 203.99 3.00 19.37 5.98 5.78 1.40 116.262°W 33.633°N 0.00 4.10 5.98 5.78 1.40 116.262°W 33.633°N 0.00 4.07 7.25 5.74 1.62 116.262°W 33.651°N 0.00 1.90 7.25 5.74 1.62 116.262°W 33.651°N 0.00 1.88 11.58 6.11 2.00 116.262°W 33.714°N 0.00 1.41 11.16 5.99 2.01 116.262°W 33.705°N 0.00 1.40 11.58 6.11 2.00 116.262°W 33.714°N 0.00 1.40 11.16 5.99 2.01 116.262°W 33.705°N 0.00 1.39 19.36 5.98 5.78 1.40 116.262°W 33.633°N 0.00 4.09 5.98 5.78 1.40 116.262°W 33.633°N 0.00 4.07 7.25 5.73 1.62 116.262°W 33.651°N 0.00 1.90 7.25 5.73 1.62 116.262°W 33.651°N 0.00 1.88 11.58 6.11 2.00 116.262°W 33.714°N 0.00 1.41 11.16 5.99 2.01 116.262°W 33.705°N 0.00 1.40 11.58 6.11 2.00 116.262°W 33.714°N 0.00 1.39 11.16 5.99 2.01 116.262°W 33.705°N 0.00 1.38 https://earthquake.usgs.gov/hazards/interactive/ 4/4 APPENDIX E geophysical services REPORT SEISMIC REFRACTION SURVEY Jefferson Street and 62nd Avenue La Qu i nta, CA GEOVision Project No. 19201 Prepared for NMG Geotechnical, Inc. 17991 Fitch Irvine, CA 92614 (949) 442-2442 Prepared by GEOVision Geophysical Services, Inc. 1124 Olympic Drive Corona, CA 92881 (951) 549-1234 May 31, 2019 Report 19201 TABLE OF CONTENTS 1 INTRODUCTION 2 2 EQUIPMENT AND FIELD PROCEDURES 3 3 METHODOLOGY 4 4 DATA REDUCTION AND MODELING 6 5 DISCUSSION OF RESULTS 7 6 REFERENCES 8 7 CERTIFICATION 9 LIST OF TABLES Table 1 Seismic Line Geometry LIST OF FIGURES Figure 1 Figure 2 Figure 3 Figure 4 Site Map Line 1: P-wave Seismic Tomography Model Line 2: P-wave Seismic Tomography Model Line 3: P-wave Seismic Tomography Model APPENDICES Appendix A Technical Note - Seismic Refraction Method Report 19201 1 May 31, 2019 1 INTRODUCTION A P-wave seismic refraction survey was conducted near Jefferson St and 62nd Avenue La Quinta, California, on May 10th, 2019. The survey was conducted along three P-wave seismic refraction lines, designated as Lines 1 through 3 (Figure 1). The purpose of this investigation was to determine rock rippability and subsurface velocity variability for planning future construction activities. The locations of the lines were placed by GEO Vision personnel to gather the highest quality data in the areas of greatest interest as directed by NMG Geotechnical Inc. The endpoints of each refraction line were surveyed by GEO Vision personnel using a Spectra SP60 with Centerpoint RTX submeter differential corrections (Table 1) and plotted on a site map (Figure 1). The rippability of alluvium is not presented in the Caterpillar Handbook of Ripping; therefore other sedimentary rocks will be used, such as sandstone and conglomerate, for comparison. Sandstone is considered rippable by a Caterpillar D8R Ripper to a P-wave velocity of 6,500 ft/s and marginally rippable to a velocity of 8,250 ft/s, providing the rock is sufficiently jointed and fractured. Sandstone is considered rippable by a Caterpillar D9R Ripper to a velocity of 7,250 ft/s and marginally rippable to a velocity of 9,500 ft/s providing the rock is sufficiently jointed and fractured. Conglomerate is considered rippable by a Caterpillar D8R Ripper to a P-wave velocity of 6,300 ft/s and marginally rippable to a velocity of 8,000 ft/s, providing the rock is sufficiently jointed and fractured. Conglomerate is considered rippable by a Caterpillar D9R Ripper to a velocity of 7,500 ft/s and marginally rippable to a velocity of 9,250 ft/s providing the rock is sufficiently jointed and fractured. It should be noted that blasting may be more cost- effective in marginally rippable rock due to time and equipment wear considerations. Published data are not available for the ripping characteristics of excavators, but we typically assume that excavators have about half the ripping ability of a D8R. The following sections include a discussion of equipment and field procedures, methodology, data processing, and results of the geophysical survey. Report 19201 2 May 31, 2019 2 EQUIPMENT AND FIELD PROCEDURES Seismic refraction equipment used during this investigation consisted of two Geometrics Geode 24 -channel signal enhancement seismographs, 10 Hz vertical geophones, seismic cables with 10 - foot takeouts, a 240-1b accelerated weight drop (AWD), a 10-1b sledgehammer, and an aluminum strike plate. Each line consisted of one spread of 48 geophones aligned in a linear array. The geophone spacing and total lengths per line are outlined in Table 1. Elevations along the refraction lines were surveyed using a combination of a Nikon AP -8 automatic level and a Spectra SP60 with Centerpoint RTX submeter, real-time corrections. All geophone locations were measured using a 300 -foot tape measure. A typical seismic refraction survey field layout is shown in Appendix A. Up to seventeen (17) shot point locations were occupied on each P-wave line: off -end shots (where possible), end shots, and multiple interior shot points located between every fourth geophone. Space, access, and topography limited or prohibited the placement of some off -end shots. A 240-1b accelerated weight drop was used as the energy source where there was appropriate vehicle access; the remaining shots were done using a 10-1b sledgehammer as the energy source. A 3D Geophysics or Geometrics hammer switch attached to the sledgehammer or inserted within the strike plate and coupled to the Geode via a trigger extension was used to trigger the seismograph upon impact. The final seismic record at each shot point was the result of stacking 6 to 10 shots to increase the signal to noise ratio. All seismic records were stored on a laptop computer. Data files were named with the sequential line, spread, and shot number and a ".dat" extension (e.g., data file 1105.dat is the seismic record from line 1, spread 1, shot 5). Data acquisition parameters, file names, and leveling data were recorded on a field form, which is retained in project files. Report 19201 3 May 31, 2019 3 METHODOLOGY Detailed discussions of the seismic refraction method can be found in Telford et al. (1990), Dobrin and Savit (1988), and Redpath (1973). When conducting a seismic survey, acoustic energy is input to the subsurface by an energy source such as a sledgehammer impacting a metallic plate, weight drop, vibratory source, or explosive charge. The acoustic waves propagate into the subsurface at a velocity dependent upon the elastic properties of the material through which they travel. When the waves reach an interface where the density or velocity changes significantly, a portion of the energy is reflected back to the surface and the remainder is transmitted into the lower layer. Where the velocity of the lower layer is higher than that of the upper layer, a portion of the energy is also critically refracted along with the interface. Critically refracted waves travel along with the interface at the velocity of the lower layer and continually refract energy back to the surface. Receivers (geophones) laid out in linear array on the surface, record the incoming refracted, and reflected waves. The seismic refraction method involves analysis of the travel times of the first energy to arrive at the geophones. These first -arrivals are from either the direct wave (at geophones close to the source) or critically refracted waves (at geophones further from the source). Analysis of seismic refraction data depends upon the complexity of the subsurface velocity structure. If the subsurface target is planar in nature then the slope -intercept method (Telford et al. [1990]) can be used to model multiple horizontal or dipping planar layers. A minimum of one end shot is required to model horizontal layers, and reverse end shots are required to model dipping planar layers. If the subsurface target is undulating (i.e. bedrock valley) then layer -based analysis routines such as the generalized reciprocal method (Palmer [1980 and 1981], Lankston and Lankston [ 1986], and Lankston [ 1990]), reciprocal method (Hawkins, 1961) also referred to as the ABC method, Hales' method (Hales, 1958), delay time method (Wyrobek [1956] and Gardner [1967]), time -term inversion (Scheidegger and Willmore, 1957), plus-minus method (Hagedoorn, 1959), and wavefront method (Rockwell, 1967) are required to model subsurface velocity structure. These methods generally require a minimum of 5 shot points per spread (end shots, off -end shots, and a center shot). If subsurface velocity structure is complex and cannot be adequately modeled using layer -based modeling techniques (i.e., complex weathering profile in bedrock, numerous lateral velocity variations), then Monte Carlo or tomographic inversion techniques (Zhang and Toksoz [1998], Schuster and Quintus-Bosz [1993]) are required to model the seismic refraction data. These techniques require a high shot density; typically every 2 to 6 stations/geophones. Generally, these techniques cannot effectively take advantage of off -end shots to extend the depth of investigation, so longer profiles are required. Errors in seismic refraction models can be caused by velocity inversions, hidden layers, or lateral velocity variations. At sites with steeply dipping or highly irregular bedrock surfaces, out of plane refractions (refractions from structures to the side of the line rather than from beneath the line) may severely complicate modeling. A velocity inversion is a geologic layer with a lower seismic velocity than an overlying layer. Critical refraction does not occur along with such a layer because velocity has to increase with depth for critical refraction to occur. This type of layer, therefore, cannot be recognized or modeled, and depths to underlying layers would be overestimated. A hidden layer is a layer with a velocity increase, but of sufficiently small thickness relative to the velocities of overlying and underlying layers, that refracted arrivals do Report 19201 4 May 31, 2019 not arrive at the geophones before those from the deeper, higher velocity layer. Because the seismic refraction method generally only involves the interpretation of first arrivals, a hidden layer cannot be recognized or modeled, and depths to underlying layers would be underestimated. Saturated sediments, overlying high -velocity bedrock can be a hidden layer under many field conditions. However, saturated sediments generally have a much higher velocity than unsaturated sediments, typically in the 5,000 to 7,000 ft/s range, and can occasionally be interpreted as a second arrival when the layer does not give rise to a first arrival. A subsurface velocity structure that increases as a function of depth rather than as discrete layers will also cause depths to subsurface refractors to be underestimated, in a manner very similar to that of the hidden layer problem. Lateral velocity variations that are not adequately addressed in the seismic models will also lead to depth errors. Tomographic imaging techniques can often resolve the complex velocity structures associated with hidden layers, velocity gradients, and lateral velocity variations. However, in the event of an abrupt increase in velocity at a geologic horizon, the velocity model generated using tomographic inversion routines will smooth the horizon with velocity being underestimated at the interface and possibly overestimated at depth. Report 19201 5 May 31, 2019 4 DATA REDUCTION AND MODELING The first step in data processing consisted of picking the arrival time of the first energy received at each geophone (first -arrival) for each shot point. The first -arrivals on each seismic record are either a direct arrival from a compressional (P) wave traveling in the uppermost layer or a refracted arrival from a subsurface interface where there is a velocity increase. First -arrival times were selected using the automatic and manual picking routines in the software package SeislmagerTM (Oyo Corporation). These first -arrival times were saved in an ASCII file containing shot location, geophone locations, and associated first -arrival time. Errors in the first - arrival times were variable with error generally increasing with distance from the shot point. Relative elevations for each geophone location were calculated from the leveling data using a spreadsheet and converted to approximate elevations using GPS data collected at the end of each line. Data quality was affected by factors such as topography, geologic conditions, and cultural noise, including nearby traffic noise. Seismic refraction data were then modeled using the tomographic analysis technique available in the SeislmagerTM Plotrefa software package, developed by Oyo Corporation. Refraction tomography techniques are often able to resolve complex velocity structure (e.g., velocity gradients) that can be observed in bedrock weathering profiles. Layer -based modeling techniques such as GRM are not able to accurately model the velocity gradients that can be observed in weathered or transitional zones. The tomographic analysis was conducted in several steps. First, an initial model was generated using a smooth starting model. The initial model was then converted to 25 layers with the top of the bottom layer at a depth related to the imaged depth of the model. Velocity ranges were also set to values outside of the starting model minimum and maximum. A minimum of 30 iterations of non-linear raypath inversion was then implemented to improve the fits of the travel time curves to near -surface sediments/rock. After each set of inversions were completed, the initial parameters were adjusted, and the model run again in an iterative process. These steps were repeated until acceptable fits and RMS error was achieved. The final tomographic velocity models for the seismic line were exported as ASCII files and imported into the Geosoft Oasis montaj® v9 mapping system where the velocity model was gridded, contoured, and annotated for presentation. Report 19201 6 May 31, 2019 5 DISCUSSION OF RESULTS The smooth starting, P-wave seismic tomography models for Lines 1 through 3 are presented as Figures 2 through 4, respectively. The color scheme used on the tomography images consists of blue-green, yellow-orange, and red -pink representing low, intermediate, and high velocities, respectively. The transition from blue to cyan occurs at a P-wave seismic velocity of 1,000 ft/s and the transition from green to yellow occurs at a velocity of 2,500 ft/s. The transition from orange to red occurs at 3,500 ft/s. Tomographic inversion techniques will typically model a gradual increase in velocity with depth even if an abrupt velocity contact is present. Therefore, if velocity gradients are not present, tomographic inversion routines will overestimate and underestimate velocity above and below a layer contact, respectively. Velocity gradients can, however, be very common in geologic environments with weathering zones and sedimentary rock, such as the project site. In tomographic images, layer contacts are not clearly defined, and thus, ranges of velocities are used to interpret possible rock conditions and competency. Groundwater was not expected to be encountered on any of the seismic lines. Line 1 was located in the northern portion of the site and aligned south to north (Figure 1). The P-wave seismic tomography color contour model for Line 1 is presented in Figure 2. The line is imaged with velocities of up to about 3,500 ft/s within 100 ft bgs. Likely, this material consists of alluvial material and soil with an increase in velocity with depth over the entire model. Higher velocities are imaged at shallower depths beneath the southern portion of the model. This zone may be the result of the presence of a coarser material on the southern portion of the profile or an edge effect of the model. Modeled data indicates that the material is rippable to a depth of at least 100 ft beneath the line using a Caterpillar D8R. Marginally rippable and non-rippable material using a Caterpillar D8R was not imaged in the tomography model beneath the seismic line. Line 2 was located in the central portion of the site and aligned south to north (Figure 1). The P- wave seismic tomography color contour model for Line 2 is presented in Figure 3. The line is imaged with velocities of up to about 3,500 ft/s within 100 ft bgs. Likely, this material consists of alluvial material and soil with an increase in velocity with depth over the entire model. Modeled data indicates that the material is rippable to a depth of 100 ft beneath the line using a Caterpillar D8R. Marginally rippable and non-rippable material using a Caterpillar D8R was not imaged in the tomography model for the seismic line. Line 3 was located in the southern portion of the site and aligned roughly southeast to northwest (Figure 1). The P-wave seismic tomography color contour model for Line 3 is presented in Figure 4. The line is imaged with velocities of up to about 3,700 ft/s within 60 ft bgs. Likely, this material consists of alluvial material with an increase in velocity with depth over the entire model. Modeled velocities beneath this profile are higher than Line 1 and 2. The increase in the velocities may be related to coarser or more compacted/cemented material. Modeled data indicates that the material is rippable to a depth of at least 70 ft beneath the line using a Caterpillar D8R. Marginally rippable and non-rippable material using a Caterpillar D8R was not imaged in the tomography model for the seismic line. Report 19201 7 May 31, 2019 6 REFERENCES Dobrin, M.S., and Savit, J., 1988, Introduction to Geophysical Prospecting, McGraw-Hill Co., New York. Gardner, L.W., 1967, Refraction seismograph profile interpretation, in Musgrave, A.W., ed., Seismic Refraction Prospecting: Society of Exploration Geophysicists, p. 338-347. Hales, F. W., 1958, An accurate graphical method for interpreting seismic refraction lines: Geophysical Prospecting, v. 6, p 285-294. Hagedoorn, J.G., 1959, The plus-minus method of interpreting seismic refraction sections, Geophysical Prospecting, v. 7, p 158-182. Hawkins, L. V., 1961, The reciprocal method of routine shallow seismic refraction investigation: Geophysics, v. 26, p. 806-819. Lankston, R. W., 1990, High-resolution refraction seismic data acquisition and interpretation, in Ward, S. H., ed., Geotechnical and Environmental Geophysics, Volume I: Review and Tutorial: Society of Exploration Geophysicists, Tulsa, Oklahoma, p. 45-74. Lankston, R. W., and Lankston, M. M., 1986, Obtaining multilayer reciprocal times through phantoming, Geophysics, v. 51, p. 45-49. Palmer, D., 1980, The generalized reciprocal method of seismic refraction interpretation: Society of Exploration Geophysics, Tulsa, Oklahoma, 104 p. Palmer, D., 1981, An introduction to the field of seismic refraction interpretation: Geophysics, v. 46, p. 1508-1518. Redpath, B. B., 1973, Seismic refraction exploration for engineering site investigations: U. S. Army Engineer Waterway Experiment Station Explosive Excavation Research Laboratory, Livermore, California, Technical Report E-73-4, 51 p. Rockwell, D.W. 1967. A general wavefront method. In Seismic Refraction Prospecting, A.W. Musgrave, ed., pp 363-415. Tulsa: Society of Exploration Geophysicists. Scheidegger, A., and Willmore, P.L., 1957, The use of a least square method for the interpretation of data from seismic surveys, Geophysics, v. 22, p. 9-22. Schuster, G. T. and Quintus-Bosz, A., 1993, Wavepath eikonal traveltime inversion: Theory: Geophysics, v. 58, no. 9, p. 1314-1323. Telford, W. M., Geldart, L.P., Sheriff, R.E., 1990, Applied Geophysics, Second Edition, Cambridge University Press. Wyrobek, S.M., 1956, Application of delay and intercept times in the interpretation of multilayer time distance curves, Geophysical Prospecting, v. 4, p 112-130. Zhang, J. and Toksoz, M. N., 1998, Nonlinear refraction traveltime tomography, Geophysics, V. 63, p. 1726-1737. Report 19201 8 May 31, 2019 7 CERTIFICATION All geophysical data, analysis, interpretations, conclusions, and recommendations in this document have been prepared under the supervision of and reviewed by a GEO Vision California Professional Geophysicist. This geophysical investigation was conducted under the supervision of a California by Prepared by: Jonath,. Jorda Seth() r Taff Ge a ysicist GEO ision Geo .hysical Services Reviewed and Approved by: David Carpenter California Professinal Geophysicist, PGp GEO Vision Geophysical Services 5/31/2019 5/31/2019 * This geophysical investigation was conducted under the supervision of a California Professional Geophysicist using industry standard methods and equipment. A high degree of professionalism was maintained during all aspects of the project from the field investigation and data acquisition, through data processing, interpretation, and reporting. All original field data files, field notes, and observations, and other pertinent information are maintained in the project files and are available for the client to review for a period of at least one year. A professional geophysicist's certification of interpreted geophysical conditions comprises a declaration of his/her professional judgment. It does not constitute a warranty or guarantee, expressed or implied, nor does it relieve any other party of its responsibility to abide by contract documents, applicable codes, standards, regulations, or ordinances. Report 19201 9 May 31, 2019 Table 1 Seismic Line Geometry Name Spacing (ft) Location (ft) Northing (US Feet) Easting (US Feet) Line 1 10 0 1,682,068 7,090,413 470 1,682,538 7,090,403 Line 2 10 0 1,680,881 7,091,095 470 1,681,340 7,091,084 Line 3 7.5 0 1,679,470 7,090,458 352.5 1,679,776 7,090,284 Notes: 1. Plane coordinates in CA State Plane, Zone VI (0406), NAD83 (Conus), US Survey Feet. 3. Coordinates taken with a Spectra SP60 with Centerpoint RTX submeter corrections. 7089000 7090000 7091000 7092000 I 1680000 1681000 1682000 1683000 1 1 1 1 1 1 1 1 1 )000 1680000 1681000 1682000 1683000 , 470' • 8 iN moan P 470' .•' 352.5'' . • . ... • 0, • i 1. _ ' - , . • 200 0 200 400. Feet 1 1 I co 7089000 7090000 7091000 7092000 GE3i30�S'LO12 geophysical services FIGURE 1 SITE MAP P -Wave Seismic Refraction Line NOTES: 1. Coordinate System: California State Plane, NAD83, Zone V (0405), US Survey Feet 2. Base map source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community Date: 5/23/2019 SITE LOCATED NEAR JEFFERSON ST AND 62"d AVE LA QUINTA, CALIFORNIA GV Project: 19096 Developed by: D Levy Drawn by: T Rodriguez PREPARED FOR NMG GEOTECHNICAL, INC. Approved by: J Jordan File Name: 19201-1.MXD c 0 j O 0 ua s 50 102 150 200 259 300 354 400 N 450 0 50 Contour Interval: 500111s Legend 7 Geophone Locatbons 100 150 200 250 Disianoe ("ft1 350 700 900 1100 1300 1502 1700 1930 2100 2300 251:0 2700 2900 3106 3300 3500 3700 3900 4160 4300 4500 47570 5003 P -Wave Vetocity (Ws) 25 25 50 r5 Owl 450 00 0 O •E b e- Figure 2 Line 1 P -Wave Seismic Tomography Model GV Project Number 19201 Jefferson Street and 62nd Avenue La Quinla, California Prepared far NAM Geotechnical Inc. S N a 50 100 150 200 250 300 350 400 450 0 -- — . - —. tn e i 0 250a --...,_.____,_ rx500 =3.15.1 To P 3 w int 0 o o all in in o 0 50 100 150 200 250 300 350 403 4E Contour Interval. 500 firs Distance cIi.} 11111.1/ 700 900 11110 1300 1500 1700 1900 2100 2300 2500 2706 2900 3100 3300 3506 3702 3.909 4100 4300 4500 4700 3000 P -Wave Velocity (Tits} Legend 25 s zs sa /5 T 1 eophone Locations Irexi Figure 3 ., 1 '*i '`� Line 2 P -Wave Seismic Tomography Model GV Project Number 19201 Jefferson Street and 62nd Avenue La Quinta, California 0 t Prepared for NMG Geatechnlcat Inc. a 0 S 50 100 150 200 250 300 N 350 50 Contour Interval: 500 ft/s Legend ■ Geophone Locations 100 150 Distance (ft) 200 250 700 1000 1400 1800 2200 2600 3000 3400 3800 4200 4600 5000 P -Wave Velocity (Ws) 25 0 25 50 (feet) 300 350 0 0 (1 0 , G� j.� SI OE Figure 4 - - - S�.: Prepared for NMG Geotechnical Inc. J—.� 1500 1500 2000 250D .^- 2000 0 _ - �y -- 2 5 0 — 3 5 0 0 , -____, 50 Contour Interval: 500 ft/s Legend ■ Geophone Locations 100 150 Distance (ft) 200 250 700 1000 1400 1800 2200 2600 3000 3400 3800 4200 4600 5000 P -Wave Velocity (Ws) 25 0 25 50 (feet) 300 350 0 0 (1 0 , G� j.� SI OE Figure 4 Line 3 P -Wave Seismic Tomography Model GV Project Number 19201 Jefferson Street and 62nd Avenue La Quinta, California Prepared for NMG Geotechnical Inc. APPENDIX F Project Name: Hofmann/Travertine Test Hole Number: P-1 Depth (in): 279.6 Tested By: AZ Percolation Data Sheet Radius (in.): 4 Project Number: 18186-01 Date Excavated: 8/9/2021 Date Presoak: 8/10/2021 Date Tested: 8/10/2021 Time Time Interval (mins.) Total Elapsed Time (mins) Initial Depth to Water (in.) Final Depth to Water (in.) A in Water Level (in.) Percolation Rate (in./hr.) 6:57 2 2 253.8 266.4 12.6 378.0 6:59 7:02 2 7 258.0 267.0 9.0 270.0 7:04 7:05 2 10 267.0 272.8 5.8 174.0 7:07 7:10 5 18 254.4 273.6 19.2 230.4 7:15 7:18 5 26 253.2 272.4 19.2 230.4 7:23 7:25 5 33 254.4 271.6 17.2 206.4 7:30 7:34 5 42 252.6 271.2 18.6 223.2 7:39 7:42 5 50 253.2 270.0 16.8 201.6 7:47 7:50 5 58 252.6 271.2 18.6 223.2 7:55 7:58 5 66 252.6 270.6 18.0 216.0 8:03 8:06 5 74 253.2 271.2 18.0 216.0 8:11 8:14 5 82 253.8 269.4 15.6 187.2 8:19 8:22 5 90 252.6 269.4 16.8 201.6 8:27 8:30 5 98 252.0 268.8 16.8 201.6 8:35 8:39 5 107 252.6 268.4 15.8 189.6 8:44 Initial Height of Water (Ho) = 27 Final Height of Water (Hf) = 11.2 Change in Height Over Time (AH) = 15.8 Average Head Over Time (Havg) = 19.1 It= OH(60r)/Ot(r+2Havg) It= 18.0 in./hr. Project Name: Hofmann/Travertine Test Hole Number: P-2 Depth (in): 279.6 Tested By: AZ Percolation Data Sheet Radius (in.): 4 Project Number: 18186-01 Date Excavated: 8/9/2021 Date Presoak: 8/10/2021 Date Tested: 8/10/2021 Time Time Interval (mins.) Total Elapsed Time (mins) Initial Depth to Water (in.) Final Depth to Water (in.) A in Water Level (in.) Percolation Rate (in./hr.) 10:13 5 5 229.2 268.4 39.2 470.4 10:18 10:22 5 14 229.8 268.2 38.4 460.8 10:27 10:30 5 22 231.6 268.8 37.2 446.4 10:35 10:38 5 30 232.2 268.2 36.0 432.0 10:43 10:46 5 38 230.4 266.8 36.4 436.8 10:51 10:55 5 47 231.0 267.0 36.0 432.0 11:00 11:03 5 55 230.4 266.4 36.0 432.0 11:08 11:12 5 64 243.6 267.0 23.4 280.8 11:17 11:21 5 73 232.8 269.4 36.6 439.2 11:26 11:29 5 81 238.8 265.8 27.0 324.0 11:34 11:36 5 88 237.0 268.8 31.8 381.6 11:41 11:45 5 97 232.8 267.6 34.8 417.6 11:50 11:53 5 105 230.4 267.0 36.6 439.2 11:58 Initial Height of Water (Ho) = 49.2 Final Height of Water (Hf) = 12.6 Change in Height Over Time (AH) = 36.6 Average Head Over Time (Havg) = 30.9 It= AH(60r)/At(r+2Havg) It= 26.7 in./hr. Project Name: Hofmann/Travertine Test Hole Number: P-3 Depth (in): 236.4 Tested By: AZ Percolation Data Sheet Radius (in.): 4 Project Number: 18186-01 Date Excavated: 8/10/2021 Date Presoak: 8/12/2021 Date Tested: 8/12/2021 Time Time Interval (mins.) Total Elapsed Time (mins) Initial Depth to Water (in.) Final Depth to Water (in.) A in Water Level (in.) Percolation Rate (in./hr.) 11:28 5 5 187.2 222.0 34.8 417.6 11:33 11:35 5 12 189.0 224.0 35.0 420.0 11:40 11:42 5 19 187.2 224.2 37.0 444.0 11:47 11:50 5 27 187.2 224.3 37.1 445.2 11:55 11:57 5 34 186.0 224.4 38.4 460.8 12:02 12:04 5 41 187.2 224.0 36.8 441.6 12:09 12:12 5 49 187.2 225.5 38.3 459.6 12:17 12:19 5 56 187.2 224.0 36.8 441.6 12:24 12:27 5 64 187.2 224.3 37.1 445.2 12:32 12:34 5 71 187.2 224.0 36.8 441.6 12:39 12:42 5 79 187.2 224.2 37.0 444.0 12:47 12:50 5 87 187.2 223.7 36.5 438.0 12:55 Initial Height of Water (Ho) = 49.2 Final Height of Water (Hf) = 12.7 Change in Height Over Time (AH) = 36.5 Average Head Over Time (Havg) = 30.95 It= AH(60r)/Mt(r+2Havg) It= 26.6 in./hr. Project Name: Hofmann/Travertine Test Hole Number: P-4 Depth (in): 295.2 Tested By: AZ Percolation Data Sheet Radius (in.): 4 Project Number: 18186-01 Date Excavated: 8/10/2021 Date Presoak: 8/12/2021 Date Tested: 8/12/2021 Time Time Interval (mins.) Total Elapsed Time (mins) Initial Depth to Water (in.) Final Depth to Water (in.) 0 in Water Level (in.) Percolation Rate (in./hr.) 6:21 3 3 264.0 287.6 23.6 472.0 6:24 6:27 3 9 260.4 287.4 27.0 540.0 6:30 6:33 3 15 259.8 288.0 28.2 564.0 6:36 6:39 3 21 260.4 287.4 27.0 540.0 6:42 6:45 3 27 262.2 288.0 25.8 516.0 6:48 7:00 3 42 265.2 288.0 22.8 456.0 7:03 7:06 3 48 262.2 287.4 25.2 504.0 7:09 7:14 3 56 263.4 287.0 23.6 472.0 7:17 7:20 3 62 261.0 286.8 25.8 516.0 7:23 7:26 3 68 262.8 287.5 24.7 494.0 7:29 7:33 3 75 264.0 287.4 23.4 468.0 7:36 7:39 3 81 263.4 288.0 24.6 492.0 7:42 7:45 3 87 264.0 287.8 23.8 476.0 7:48 7:51 3 93 263.4 288.6 25.2 504.0 7:54 7:57 3 99 264.6 288.6 24.0 480.0 8:00 8:04 3 106 266.4 288.5 22.1 442.0 8:07 8:10 3 112 270.0 288.0 18.0 360.0 8:13 8:16 3 118 262.2 286.8 24.6 492.0 8:19 8:22 3 124 261.6 286.2 24.6 492.0 8:25 8:28 3 130 260.4 286.4 26.0 520.0 8:31 Initial Height of Water (Ho) = 34.8 Final Height of Water (Hf) = 8.8 Change in Height Over Time (AH) = 26 Average Head Over Time (Havg) = 21.8 It= AH(60r)/At(r+2Havg) It= 43.7 in./hr. Project Name: Hofmann/Travertine Test Hole Number: P-5 Depth (in): 355.8 Tested By: AZ Percolation Data Sheet Radius (in.): 4 Project Number: 18186-01 Date Excavated: 8/10/2021 Date Presoak: 8/12/2021 Date Tested: 8/12/2021 Time Time Interval (mins.) Total Elapsed Time (mins) Initial Depth to Water (in.) Final Depth to Water (in.) A in Water Level (in.) Percolation Rate (in./hr.) 9:16 3 3 331.2 349.8 18.6 372.0 9:19 9:22 3 9 327.6 348.5 20.9 418.0 9:25 9:28 3 15 326.4 348.6 22.2 444.0 9:31 9:33 3 20 327.6 348.6 21.0 420.0 9:36 9:39 3 26 331.2 349.8 18.6 372.0 9:42 9:45 3 32 328.8 349.8 21.0 420.0 9:48 9:52 3 39 333.6 348.0 14.4 288.0 9:55 9:58 3 45 326.4 348.8 22.4 448.0 10:01 10:04 3 51 324.0 334.8 10.8 216.0 10:07 10:10 5 59 318.0 338.6 20.6 247.2 10:15 10:18 5 67 318.0 337.6 19.6 235.2 10:23 10:27 5 76 318.0 336.4 18.4 220.8 10:32 10:35 5 84 318.0 337.0 19.0 228.0 10:40 10:43 5 92 318.0 338.4 20.4 244.8 10:48 10:50 5 99 318.0 339.8 21.8 261.6 10:55 10:58 5 107 318.0 340.8 22.8 273.6 11:03 Initial Height of Water (Ho) = 37.8 Final Height of Water (Hf) = 15 Change in Height Over Time (AH) = 22.8 Average Head Over Time (Havg) = 26.4 It= AH(60r)/At(r+2Havg) It= 19.3 in./hr. APPENDIX G 1.0 General 1.1 APPENDIX G GENERAL EARTHWORK AND GRADING SPECIFICATIONS Intent: These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s). 1.2 Geotechnical Consultant: Prior to commencement of work, the owner shall employ a geotechnical consultant. The geotechnical consultant shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading. Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing. During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill. The Geotechnical Consultant shall observe the moisture -conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis. O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-1 1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture -conditioning and processing of fill, and compacting fill. The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications. The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations. The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified. 2.0 Preparation of Areas to be Filled 2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant. The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed. If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-2 immediately for proper evaluation and handling of these materials prior to continuing to work in that area. As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed. 2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction. 2.3 Overexcavation: In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic -rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading. 2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill. 2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches. O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-3 3.0 Fill Material 3.1 General: Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material. 3.2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 12 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction. 3.3 Import: If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed. 4.0 Fill Placement and Compaction 4.1 Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near -horizontal layers not exceeding 8 inches in loose thickness. The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout. 4.2 Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum. Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557-91). 4.3 Compaction of Fill: After each layer has been moisture -conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557-91). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity. O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-4 4.4 Compaction of Fill Slopes: In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557-91. 4.5 Compaction Testing: Field tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered. Compaction test locations will not necessarily be selected on a random basis. Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches). 4.6 Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met. 4.7 Compaction Test Locations: The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided. 5.0 Subdrain Installation Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys. O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-5 6.0 Excavation Excavations, as well as over -excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill -over -cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant. 7.0 Trench Backfills 7.1 Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench excavations. 7.2 Bedding and backfill of utility trenches shall be done in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified by jetting. Backfill shall be placed and densified to a minimum 90 percent of maximum from 1 foot above the top of the conduit to the surface, except in traveled ways (see Section 7.6 below). 7.3 Jetting of the bedding around the conduits shall be observed by the Geotechnical Consultant. 7.4 Geotechnical Consultant shall test the trench backfill for relative compaction. At least one test should be made for every 300 feet of trench and 2 feet of fill. 7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method. 7.6 Trench backfill in the upper foot measured from finish grade within existing or future traveled way, shoulder, and other paved areas (or areas to receive pavement) should be placed to a minimum 95 percent relative compaction. O:\NMGDOC\Reports\Appendices\grading Specifications.doc G-6 DESIGN FINISH GRADE TOE OF SLOPE SHOWN ON GRADING PLAN PROJECTED SLOPE GRADIENT (1:1 MAXIMUM) PLACE COMPACTED BACKFILL TO ORIGINAL GRADE BACKCUT -- VARIES NATURAL GRADE MAINTAIN 9' MIN. HORIZONTAL WIDTH FROM SLOPE FACE TO BENCH/BACKCUT BROW BERM COMPETENT MATERIAL COMPACTED FILL REMOVE UNSUITABLE _ / — VARIABLE 2' MINIMUM KEY DEPTH KEY IN COMPETENT MATERIAL. MINIMUM WIDTH OF 15 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT. 4' TYPICAL MINIMUM 1' TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) NOTE: BENCHING SHALL BE REQUIRED WHEN NATURAL SLOPES ARE EQUAL TO OR STEEPER THAN 5:1 OR WHEN RECOMMENDED BY THE SOIL ENGINEER. WHERE THE NATURAL SLOPE APPROACHES OR EXCEEDS THE DESIGN SLOPE RATIO, SPECIAL RECOMMENDATIONS WILL BE PROVIDED BY THE GEOTECHNICAL ENGINEER. FIGURE 1 TYPICAL FILL KEY ABOVE NATURAL SLOPE MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 8/96 FILL KEY ABOVE NAT. SLOPE.ai NATURAL GRADE DESIGN FINISH GRADE COMPACTED FILL CUT/FILL SHOWN ON GRADING PLAN COMPETENT MATERIAL CUT SLOPE TO BE CONSTRUCTED — PRIOR TO PLACEMENT OF FILL SV\TPB�• �MPER\P� ,R. • oI VN 9' MIN. VARIABLE KEYWAY IN COMPETENT MATERIAL. MINIMUM WIDTH OF 15 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BROW BERM TYPICAL HEIGHT OF BENCHES IS • 4 FEET OR AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT MINIMUM 1' TILT BACK OR 2% SLOPE (WHICHEVER IS GREATER) NOTE: THE FILL PORTION OF THE SLOPE SHALL BE COMPACTED AS STATED IN THE PROJECT SPECIFICATIONS. FIGURE 2 TYPICAL FILL ABOVE CUT SLOPE MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 8/03 TYP FILL ABOVE CUT SLOPE.ai TERRACE DRAIN DESIGN FINISH GRADE T 30' MAX BLANKET FILL IF RECOMMENDED BY THE GEOTECHNICAL CONSULTANT (3' TYPICAL) BROW BERM IN-PLACE EARTH MATERIAL D W \N. KEY IN COMPETENT MATERIAL. MINIMUM—> WIDTH (W)AND DEPTH (D) OF BUTTRESS KEY AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT. MINIMUM 1' TILT BACK OR 2 % SLOPE (WHICHEVER IS -GREATER) NOTE: SUBDRAIN DETAILS, SEE FIGURE 5. I SLOPE OF INTERFACE TO BE MAXIMUM PERMITTED FOR SAFE WORKING CONDITIONS, AS RECOMMENDED BY GEOTECHNICAL CONSULTANT. TYPICAL HEIGHT OF BENCHES 4 FEET. FIGURE 3 TYPICAL BUTTRESS FILL MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 1/04 TYP BUTTRESS FILL.ai MAINTAIN A 9' MINIMUM HORIZONTAL WIDTH FROM SLOPE FACE TO BACKCUT OR BENCH • BLANKET FILL IF RECOMMENDED BY THE GEOTECHNICAL CONSULTANT (3' TYPICAL) 15' MINIMUM BACKCUT AT TOP OF SLOPE \ DESIGN FINISH GRADE TERRACE DRAIN .-.•• I• COMPACTED FILL 2' MIN. KEY BOTTOM / 15' MINIMUM KEY WIDTH VARIABLE MINIMUM 1' TILT BACK NOTE: SEE FIGURE 5 FOR TYPICAL SUBDRAIN DETAILS FOR STABILIZATION FILLS // COMPETENT MATERIAL ACCEPTABLE TO THE GEOTECHNICAL CONSULTANT TYPICAL HEIGHT OF BENCHES IS 4' ORAS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT FIGURE 4 TYPICAL STABILIZATION FILL MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 9/96 STABILIZATION FILL.ai OUTLETS TO BE SPACED AT 100' MAXIMUM INTERVALS. EXTEND 12 INCHES BEYOND FACE OF SLOPE AT TIME OF ROUGH GRADING CONSTRUCTION. DESIGN FINISH SLOPE BROW BERM BLANKET FILL IF RECOMMENDED BY GEOTECHNICAL CONSULTANT (3' TYPICAL) SEE DETAIL BELOW 4 -INCH DIAMETER NON -PERFORATED OUTLET PIPE TO BE LOCATED IN FIELD BY THE GEOTECHNICAL CONSULTANT FILTER MATERIAL - MINIMUM OF THREE CUBIC FEET PER FOOT OF PIPE. SEE FILTER MATERIAL SPECIFICATION. ALTERNATE: IN LIEU OF FILTER MATERIAL, THREE CUBIC FEET OF GRAVEL PER FOOT OF SUBDRAIN (WITHOUT PIPE) MAY BE ENCASED IN FILTER FABRIC. SEE GRAVEL SPECIFICATION, AND FIGURE 6 FOR FILTER FABRIC SPECIFICATION "GRAVEL" TO CONSIST OF 1/2" TO 1" CRUSHED ROCK PER STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION. FILTER FABRIC SHALL BE LAPPED A MINIMUM OF 12 INCHES ON ALL JOINTS. "FILTER MATERIAL" TO MEET FOLLOWING SPECIFICATION OR APPROVED EQUIVALENT. SIEVE SIZE PERCENTAGE PASSING 1" 100 3/4" 90-100 3/8" 40-100 NO. 4 25-40 NO 8 18-33 NO. 30 5-15 NO. 50 0-7 NO. 200 0-3 NOTE: TRENCH FOR OUTLET PIPES TO BE BACKFILLED WITH ON-SITE SOIL. OUTLET PIPE TO BE CONNECTED TO SUBDRAIN PIPE WITH TEE OR ELBOW DETAIL MINIMUM 4 -INCH DIAMETER SCHEDULE 40 ASTM D1527 OR D1785 OR SDR 35 ASTM D2751 OR D 3034. FOR FILL DEPTH OF 90 FEET OR GREATER, USE ONLY SCHEDULE 40 OR EQUIVALENT. THERE SHALL BE A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS ON BOTTOM OF PIPE. PROVIDE CAP AT UPSTREAM END OF PIPE. SLOPE AT 2 PERCENT TO OUTLET PIPE. FIGURE 5 TYPICAL STABILIZATION AND BUTTRESS FILL SUBDRAINS MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 8/96 STAB. BUTTRESS FILL SUBDRAINS.ai • COMPACTED FILL NATURAL GRADE REMOVEv�V�SPB� TYPICAL BENCHING SEE DETAIL BELOW COMPETENT MATERIAL FILTER FABRICS SHALL BE PERMEABLE NON -WOVEN POLYESTER, NYLON, OR POLYPROPYLENE MATERIAL CONFORMING TO THE FOLLOWING: 1) GRAB TENSILE STRENGTH. POUNDS, MIN. ASTM D 4632 90 2) ELONGATION, AT PEAK LOAD, PERCENT, MIN. ASTM D 4632 50 3) PUNCTURE STRENGTH, LBS., MIN. ASTM D 3787 45 4) COEFFICIENT OF WATER PERMITTIVITY, 1/SEC. ASTM D 4491 >0.7 5) BURST STRENGTH, P.S.I., MIN. ASTM D 3786 180 NOTES: DOWNSTREAM 20' OF PIPE AT OUTLET SHALL BE NON -PERFORATED AND BACKFILLED WITH FINE-GRAINED MATERIAL PIPE SHALL BE A MINIMUM OF 4 -INCH DIAMETER. FOR RUNS OF 500 FEET OR MORE, USE 6 -INCH DIAMETER PIPE, OR AS RECOMMENDED BY THE GEOTECHNICAL CONSULTANT DETAIL DEPTH AND BEDDING MAY VARY WITH PIPE AND LOAD CHARACTERISTICS. 3' TYPICAL FILTER MATERIAL - MINIMUM OF NINE CUBIC FEET PER FOOT OF PIPE. SEE FIGURE 5 FOR FILTER MATERIAL SPECIFICATIONS. ALTERNATE: IN LIEU OF FILTER MATERIAL, NINE CUBIC FEET OF GRAVEL PER FOOT OF SUBDRAIN (WITHOUT PIPE) MAY BE ENCASED IN FILTER FABRIC. SEE FIGURE 5 TO GRAVEL SPECIFICATION. SEE ABOVE FOR FILTER FABRIC SPECIFICATION. FILTER FABRIC SHALL BE LAPPED MINIMUM OF 12 INCHES ON ALL JOINTS. MINIMUM 4 INCH DIAMETER SCHEDULE 40 ASTM D 1527, OR D 1785, OR SDR 35 ASTM 2751 OR D 3034. FOR FILL DEPTH OF 90 FEET OR GREATER USE ONLY SCHEDULE 40 OR APPROVED EQUIVALENT. THERE SHALL BE A MINIMUM OF 8 UNIFORMLY SPACED PERFORATIONS PER FOOT OF PIPE INSTALLED WITH PERFORATIONS ON BOTTOM OF PIPE. FIGURE 6 TYPICAL CANYON SUBDRAIN MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. Rev. 8/96 CANYON SUBDRAIN.ai FINISH SLOPE FACE 10' MIN. TYPICAL ROCK ROW SECTION THROUGH ROCKROW •• • • • • �l� 4 V • ♦ 1 ^ •' '� i MAX. f. • 1••_••_••_••-••_•,4 MA=C:•_•• 10' MIN. FILL VOIDS WITH SELECT GRANULAR SOIL PLACED BY WATER DENSIFICATION AND MECHANICAL COMPACTION. NESTING OR STACKING OF OVERSIZE MATERIAL IS NOT ACCEPTABLE. FINISH GRADE 15' MIN. -0 PROFILE ALONG ROCKROW • • 1 1 / > i • I ▪ 4 IMS ••• • i W R ` I•♦ ! :k . PLACE OVERSIZE MATERIAL IN TRENCH. - FALSE SLOPE OR CUT SLOT INTO APPROVED MATERIAL. OVERSIZE MATERIAL MAY BE PLACED SIDE BY SIDE IF SIZE PERMITS. (NOT TO EXCEED AWIDTH OF 4 FEET) "? Vii:•' .i:. NOTES: A) OVERSIZED ROCK IS DEFINED AS LARGER THAN 12" IN SIZE (IN GREATEST DIMENSION). B) SPACE BETWEEN ROCKROWS SHOULD BE ONE EQUIPMENT WIDTH ORA MINIMUM OF 15 FEET. C) THE WIDTH AND HEIGHT OF THE ROCKROW SHALL BE LIMITED TO FOUR FEET AND THE LENGTH LIMITED TO 300 FEET UNLESS APPROVED OTHERWISE BY THE GEOTECHNICAL CONSULTANT. OVERSIZE SHOULD BE PLACED WITH FLATEST SIDE ON THE BOTTOM. D) OVERSIZE MATERIAL EXCEEDING FOUR FEET MAY BE PLACED ON AN INDIVIDUAL BASIS IF APPROVED BY THE GEOTECHNICAL CONSULTANT. E) FILLING OF VOIDS WILL REQUIRE SELECT GRANULAR SOIL (SE > 20, OR LESS THAN 20 PERCENT FINES) AS APPROVED BY THE GEOTECHNICAL CONSULTANT. VOIDS IN THE ROCKROW TO BE FILLED BY WATER DENSIFYING GRANULAR SOIL INTO PLACE ALONG WITH MECHANICAL COMPACTION EFFORT. F) IF APPROVED BY THE GEOTECHNICAL CONSULTANT, ROCKROWS MAY BE PLACED DIRECTLY ON COMPETENT MATERIALS OR BEDROCK, PROVIDED ADEQUATE SPACE IS AVAILABLE FOR COMPACTION. G) THE FIRST LIFT OF MATERIAL ABOVE THE ROCKROW SHALL CONSIST OF GRANULAR MATERIAL AND SHALL BE PROOF -ROLLED WITH A D-8 OR LARGER DOZER OR EQUIVALENT. H) ROCKROWS NEAR SLOPES SHOULD BE ORIENTED PARALLEL TO SLOPE FACE. 1) NESTING OR STACKING OF ROCKS IS NOT ACCEPTABLE. FIGURE 7 TYPICAL OVERSIZE ROCK PLACEMENT METHOD MINIMUM STANDARD GRADING DETAIL FOR STRUCTURAL FILL NMG Geotechnical, Inc. 3/04 TYP OVERSIZE ROCK PLACEMENT.ai NATURAL GRADE CUT LOT COMPACTED FILL TYPICAL BENCHING Y \ N� "��. , OVEREXCAVATE AND RECOMPACT DESIGN FINISH GRADE COMPACTED FILL COMPETENT MATERIAL ACCEPTABLE TO THE GEOTECHNICAL CONSULTANT CUT FILL LOT (TRANSITION) NATURAL GRADE 5' MIN. • / \ 3' MIN. TYPICAL BENCHING COMPETENT MATERIAL ACCEPTABLE TO THE GEOTECHNICAL CONSULTANT SEE NOTE OVEREXCAVATE AND RECOMPACT NOTE: DEEPER THAN THE 3 -FOOT OVEREXCAVATION MAY BE RECOMMENDED BY THE GEOTECHNICAL CONSULTANT IN STEEP TRANSITIONS. FIGURE 8 TYPICAL OVEREXCAVATION OF DAYLIGHT LINE MINIMUM STANDARD GRADING DETAILS NMG Geotechnical, Inc. 8/96 OVEREXCAVATION OF DAYLIGHT LINE.ai i450% -40% -10°/ 70% 25% <5% & Gr bbles ulder \ 30% \ 20° 50% 0 a a ..bles er 80% 20% <1% B a & Gr bbles Ider & Gr bbles der 0 % Cob ..Boulder P-2 <D.15' UTP -6 U HOMA OUN PLENI FACILIT -4 E. LE WATE M O TF 0 06 07E-3 1@ .10.3' (12- a C APPROXIMATE ROCK DISTRIBUTION MAP TRAVERTINE DEVELOPMENT CITY OF LA QUINTA, CALIFORNIA Project No.:18186-01 By:SBK/TW NMG Project Name:Hofmann/La Quinta Travertine Date: 8/27/21 SCALE: 1" = 200' jjjjjjjA Geotechnical, Inc. PLATE 3 LEGEND SYMBOLS - LOCATIONS ARE APPROXIMATE, QUERIED WHERE UNCERTAIN 80% Sa & Gr 20% Cobbles ME TP -51 EXPLORATORY TRENCH SHOWING TOTAL DEPTH AND VISUAL <1% Boulder T.D. 20' GRAIN SIZE DISTRIBUTION 200 AVERAGE PERCENTAGE OF BOULDERS (OVERSIZE) IN ALLUVIAL FAN DEPOSITS APPROXIMATE LIMITS OF BOULDER PERCENTAGE AREAS NOTE: BOULDERS (OVERSIZE) ARE GRANITIC AND METAMORPHIC MATERIAL THAT IS GREATER THAN 12 INCHES IN THE MAXIMUM DIAMETER GRAPHIC SCALE 0 100 200 400 ( IN FEET ) 1 inch = 200 ft. @7- 80% -15= &G Co ulde % 0% 5% B Gr bbles ulder 0 7 0' Sa & Cobbl ulder 75% 0% Co & Gr bles IGr bbles Ider a& obbl SM 7S- 3 2 bbles u O obb ould 3 Boulde &G bbles ulde a&Gr % Co '/oSa: % Co 0% B Gr e les Ider Cobbl c L T.D 40° 50' a&Gr obbl-. oulder Q 0 n t Last Plotted: Thu Aug 26, 2029 Last Saved: Thu Aug 26, 2021 — Layout: Plate 2 20 a a) 0 00 20 .c 0 0 18186-01 TRG LaQuinta Travertine 2014 Whitewater River Region WQMP Appendix F Structural BMP and/or Retention Facility Sizing Calculation and Design Details Including Travertine Hydrology Study Dated Sept 2021 Travertine Project Preliminary Hydrology Study Tentative Tract Map 37387 Submitted to: City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 Prepared by. Proactive Engineering Consultants, Inc. 27042 Towne Centre Drive, Suite 110 Foothill Ranch, CA 92610 Prepared: September 2021 City PN: Prepared by: Mark Anderson, PE PROACTIVE ENGINEERING CONSULTANTS FESS/ fi NO. 26821 z HFCP — Phase II — Final Hydrology Study — September 2021 Table of Contents Table of Contents 1 INTRODUCTION 3 1.1 Description of Study Area and responsibility 3 2 PROJECT SITE LOCATION MAP 2 3 PURPOSE AND SCOPE 3 4 HYDROLOGY METHODOLOGY 3 5 HYDROLOGIC ANALYSIS 4 5.1 Project Conditions 6 6 DISCUSSION OF RESULTS 8 APPENDIX A -SOILS TYPE MAP I APPENDIX B —NOAA ATLAS PRECIPITATION FREQUENCY II APPENDIX C —HYDROLOGY STUDY (AES RATIONAL METHOD) III C.1— 100 -YR EXISTING HYDROLOGY iv C.2 — 100 -YR PROPOSED HYDROLOGY v C.3 — 10 -YR EXISTING HYDROLOGY vi C.4 — 10 -YR PROPOSED HYDROLOGY vii APPENDIX D —HYDROLOGY STUDY (AES UNIT HYDROGRAPH) VIII D.1 —100 -YR EXISTING HYDROLOGY ix D.2 — 100 -YR pROPOSED HYDROLOGY x APPENDIX E- HYDRAULIC ANALYSIS FOR PEAKFLOW Qioo XI NORMAL DEPTH XI E.1 — DRAINAGE FACILITIES BASED ON NORMAL DEPTH METHOD xii APPENDIX F — SPILLWAY CALCULATIONS XIII APPENDIX G - LIST OF MAPS XIV EXISTING HYDROLOGY MAP xv PROPOSED HYDROLOGY MAP xvi HFCP — Phase 11 — Final Hydrology Study — September 2021 Table of Contents 1 INTRODUCTION 1.1 DESCRIPTION OF STUDY AREA AND RESPONSIBILITY The Travertine Project is an 855.4 -acre site with 524.0 -acre being disturbed for development. The project is located west of Madison Street, and north of Avenue 62 in the City of La Quinta. The project is a residential and park development. Several improvements are planned for the development including road improvements, drainage systems, two infiltration basins and water/sewer systems to serve the proposed community. The project is generally bounded by mountain ranges to the west, Coachella Valley Water District (CVWD) spreading basins (Groundwater Recharge Facility) and Madison Street to the east, and 62nd Street and undeveloped area to the south. Currently, the site is undeveloped and includes an abandoned vineyard. Drainages sheet flow from the west San Jacinto and Santa Rosa mountan ranges. There are several dikes that have been constructed to protect the vineyard areas from the mountain slope drainages. The project site is located upstream behind CVWD Dike #4 (See figure 1). The drainages are contained behind the dike where storm water runoff is retained and infiltrated. Responsibility for analysis and design of regional flood control structures lies with Riverside County Flood Control and Water Conservation District (RCFC & WCD). The Coachella Valley Water District (CVWD) manages regional facilities, which collect runoff from areas outside the City, including the mountains. Regional facilities include Coachella Valley Stormwater Channel, La Quinta Evacuation Channel, Bear Creek System and Lake Cahuilla. Maintenance of local facilities, which collect runoff from local streets and properties to regional channels and basins, is the responsibility of the City of La Quinta. Travertine Hydrology Study — September 2021 2 2 PROJECT SITE LOCATION MAP JEFFERSON STREET 14 • , ,._,..,.N., • ----Tr.-, DIKE #4 ' '... „ ' \ AVENDE,S0 1111111hL, PROJECT /LII I • • - I .„) -\\• -; ti• AVENUE PROJECT II BOUNDARY iN ,-PROJECT BOUNDARY PROJECT AREA TOTAL 655.4 AC PROJECT DEVELOPED AREA, 5142 Ae. Figure 1: Project Location Map RQ4CTIVE ENGINEERING CONSULTAN Wa,..7=31.tmn= TPAVIE1r114 SITE KAP CRY OF LA OITA 1 DF 1 Travertine Hydrology Study - September 2021 3 3 PURPOSE AND SCOPE The purpose of this study is to develop a preliminary drainage plan for the Travertine Project, Tentative Tract Map 37387, that would provide the project with drainage and flood protection from a 100 -yr storm event without adversely impacting the adjacent properties and improvements. This study assumes discharge of the project's "mitigated -developed" on-site 100 - year storm flow to the area behind Dike #4, matching existing or reducing peak flows. The scope of the study includes the following: • Establish baseline drainage conditions and watershed areas. • Determine the pre and post 100- and 10-year/1-hour precipitation peak flow rates in accordance with the County of Riverside Hydrology Manual methodology. • Determination preliminary size and location of the proposed drainage facilities required to flood -protect the proposed development from the 100 -yr storm event 4 HYDROLOGY METHODOLOGY Hydrologic calculations were performed in accordance to the methods described in the Riverside County Flood Control District (RCFCD) Hydrology Manual. The AES software utilizing the rational method was used to compute the peak flowrate for the 100 -year storm event for the existing and proposed conditions. The rainfall values used for the study area 10 -year and 100 -year storm events were obtained from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14 (appendix B). A slope of intensity duration curve from the RCFCD Hydrology Manual of 0.58 was used in the study. The entire study consists of hydrologic soils group A obtained from the Web Soil Survey. Due to the presence of detention basins, the Unit Hydrograph Method was used to establish a comparison of the baseline and project conditions total storm runoff volumes. The AES software, Flood routing computer model was used to evaluate frequency (100 -year) storm event for durations of 1, 3, 6, and 24-hour. The Unit Hydrograph (UH) Method establishes a peak flowrate and volume for the given drainage area. This method evaluates the watersheds response to a given rainfall pattern and event. The development of this method was established using the following assumptions and guidelines per the Riverside County Hydrology Manual: • Lag Time - Lag time is defined as the elapsed time in hours from the beginning of unit effective rainfall to the instant that the summation hydrograph for the concentration point of an area reaches 50 -percent of the peak discharge. Lag time was calculated using the empirical formula identified in the Hydrology Manual (Sheet 1 of Plate E-1.1). Several parameters that area encompassed in this equation include drainage area, length of longest watercourse, slope of the most remote traveled distance, and overall conveyance Manning's value. Lag was used in the derivation of the "UI" cards for HEC -1 (Appendix A). • Unit Time Period - For the calculation process of the UH, a calculation time step is defined based on the lag time. Generally, a time step is chosen to be 25- to 40 -percent of lag time than the calculated lag time for a given area. Travertine Hydrology Study - September 2021 4 • S -Graph - An S -Graph represents the basic time -runoff relationship for a watershed type. For Riverside County, four different S -Graphs can be used, or a combination of the four. Given the topographic region of this project, the Valley S -Graph was used (Plate E-4.1). • Rainfall Patterns- Using a 3 and 6 -hour duration storm event, the point precipitation for the 100-year/3-& 6 -hr storm event is 2.28" and 2.89". These are identified from NOAA Atlas 14 (Appendix B). • Loss Rate Calculations - For the UH method, several losses need to be calculated based on land uses, soil types, and percent imperviousness. The soil type for this project is 100 - percent Hydrologic Soil Type "A" (Plate C-1.17). - Pervious Area Loss Rate (F) - Calculated based on percent impervious - Low Loss Rate (Y bar) - Calculated base on rate of rainfall 5 HYDROLOGIC ANALYSIS The preliminary drainage plan for the Travertine Project proposes a system of underground storm drains and catch basins to intercept and convey the runoffs generated by the project site. Two detention/water quality basins are proposed to treat the water and detain the stom flows. The storm drain systems and the basins are both designed for the 100 -year storm event. The tables below contain a hydrologic summary of the peak flow rate for the 100 -year storm event obtained by running the rational method on AES. Refer to Appendix C for more detailed calculation results Tabel 5-1. 100 -year Peak Flowrate for Post Development Drainage Area Area Proposed (acres) Fow Rate (Qioo) (cfs) A 220.4 532.1 B 293.8 472.1 Total 514.2 1,004 Table 5-2. 100 -year Peak Flowrate for Pre -Development Drainage Area Area Existing (acres) Fow Rate (Qioo) (cfs) A 110.5 131.1 B 151.3 180.9 C 252.4 294.5 Total 514.2 607 Travertine Hydrology Study - September 2021 5 Tables 5-3 compares the post development flow (unmitigated) with that of the pre -development flow. The detention basins are designed to outlet flows at or below the existing peak flow rate. Table 5-3: 100 -year Peak Flowrate Summary Existing Flow Rate (cfs) Poposed Flow Rate (cfs) Flow Rate (To be Mitigated) (cfs) 607 1,004 397 The tables below contain the basin routing summary of the volumes for the 100 -year 1, 3, 6 and 24 -hr durations modeled by the Unit Hydrograph Method. The basins in turn are designed to infilitrate the delta between the existing and proposed storm event that produces the most volume, in this case the 24 hour storm duration. Refer to Appendix D for more detailed calculation results Tabel 5-4: 100 -year Storm Flow Volume for Post -development - I Volume Difference (ac -ft) Drainage Area Area Proposed (acres) 1 -hr Volume (ac -ft) 3 -hr Volume (ac -ft) 6 -hr Volume (ac -ft) 24 -hr Volume (ac -ft) A 220.4 22.2 26.0 29.9 40.4 B 293.8 29.6 34.2 39.1 52.0 Total 514.2 51.8 60.2 69.0 29.4 Table 5-5: 100 -year Storm Flow Volume for Pre -development Poposed Volume (ac -ft) Volume Difference (ac -ft) Drainage Area Area Existing (acres) 1 -hr Volume (ac -ft) 3 -hr Volume (ac -ft) 6 -hr Volume (ac -ft) 24 -hr Volume (ac -ft) A 110.5 11.9 13.6 12.9 12.8 B 151.3 16.3 18.7 17.7 17.6 C 252.4 27.2 31.2 29.6 29.4 Total 514.2 55.4 63.5 60.2 ■ Table 5-6: 100 -year 24 -hr Storm Flow Volume Summary Existing Volume (ac -ft) Poposed Volume (ac -ft) Volume Difference (ac -ft) 59.8 92.4 32.6 Travertine Hydrology Study — September 2021 6 5.1 PROJECT CONDITIONS The proposed conditions for this project include rerouting stormwater runoff into two detention basins, a north basin (Basin "A") and a south basin (Basin "B"). Watershed Subarea "A", to the north, is 220.4 acres of residential and roadway land use. Watershed Subarea "B", to the south, is 293.8 acres of residential, recreational and roadway land use. These two basins will discharge mitigated flows to the area behind dike #4 where it will continue to be retained and infiltrated. The two basins are connected with a culvert to maintain the identical water surface elevation in both basins. Proposed Basins The basins proposed are to provide water quality treatment and flood control attenuation. These basins are designed to retain the largest volume delta between the existing and proposed 100 year storm, in this case the 24 hour event, as seen in Tables 5-4 through 5-6. Additionally, the basins are to outlet at a mitigated rate at or below the existing 100 year peak flow, summarized in Table 5-3. The unit hydrograph data was used to model the basin routing of the peak flows through the proposed detention basins. The two basins were modeled together with a total basin volume of 50.7 ac -ft. The basins were designed to infiltrate delta in peak volumes which translated to a volume of 32.2 acre-feet. This volume in turn sets the top of the outlet risers at an elevation of 2.7' above basin bottom. The basin is a total of 6' deep. The max depth of ponding for the 100 year event was set at 4' to allow for 1' of flow over the emergency spillway plus 1' of freeboard (spillway calculations can be found in Appendix F). Flows will oulet through 6-42" risers, 3 per basin, and then continue through a 66" RCP in Avenue 62, ouletting behind Dike #4. The outlet flows never exceed the existing rational method peak flow of 607 cfs. The results are summarized in the following tables and figure. Table 5-7: Basin Routing Input Parameters Depth ( P) Outflow thru Risers (cfs) Storage (ac ft) 1.00 0 12.22 2.00 0 24.74 2.70 0 33.66 3.00 33.61 37.53 4.00 303.14 50.66 Table 5-8: Basin Routing Results Storm Duration (hrs) Peak Depth (ft) Peak Flow (cfs) 1 3.37 133.6 3 3.70 222.1 6 3.94 286.9 24 3.36 130.7 Travertine Hydrology Study — September 2021 7 4' MAX 100YR DEPTH 1 - - - - - - 3 2 }� ' INFILTRATE VOLUME Figure 2: Basin Cross Section 1EMERGENCY SPILLWAY DEPTH 1' FREErARD Proposed Storm drain The hydraulic calculations in support of the proposed drainage improvements as well as capacities were done using the normal -depth method. The AES rational method calculations for each area tributary to the basins were developed to identify peak flows onsite for the 100 -year storm event. These calculations were used to size the facilities. A more detailed hydraulic analysis will be done during final storm drain improvement plans. Table 5-9 and 5-10 summarizes the Main Storm Drain line sizes within the project site. Refer to Appendix E for Calculations using normal -depth method. Table 5-9: Main Storm Drain Subarea A Qioo (cfs) Diameter (In) Line -A Node 30-40 532 78" RCP Node 21-30 387 72" RCP Node 16-21 272 60" RCP Node 9-16 187 54" RCP Line -2A Node 21-25 123 48" RCP Line -3A Node 34-30 112 48" RCP Travertine Hydrology Study — September 2021 8 Table 5-10: Main Storm Drain Subarea B Q100 (cfs) Diameter (In) Line -B Node 195-180 472 78" RCP Node 180-140 360 66" RCP Node 140-160 184 54" RCP Node 160-158 140 48" RCP Node 158-150 78 36" RCP Node 150-142 33 24" RCP Line -2B Node 140-130 199 54" RCP Node 130-110 171 48" RCP Node 110-106 66 36" RCP Node 106-102 26 24" RCP Line -3B Node 160-165 39 30" RCP Node 165-163 28 24" RCP Line -4B Node 180-186 110 48" RCP Node 186-184 85 36" RCP Node 186-184 30 24" RCP Table 5-11: Main Storm Drain From Basins to Dike #4 Qioo (cfs) Diameter (In) Outlet Pipe Basins A & B to Dike #4 287 66" RCP 6 DISCUSSION OF RESULTS Comparing the existing peak flowrate with that of the proposed, the unmitigated flowrate increase is 397 cfs. The increase in flow rate is due to the proposed development which can be attributed to the difference in land -use designation (from undeveloped to developed condition). This flowrate will be mitigated through Basin "A" and "B" with an anticipated mitigated flow rate of 287 cfs. The storm flow volume difference between the Pre and Post Development is 32.6 ac -ft. This volume will be retained and infiltrated in the proposed basins "A" and "B". Travertine Hydrology Study — September 2021 i APPENDIX A -SOILS TYPE MAP Travertine Hydrology Study — September 2021 ii APPENDIX B -NOAA ATLAS PRECIPITATION FREQUENCY 10/8/2020 NOAA's National Weather Service rims Hydrometeorological Design Studies Ce Precipitation Frequency Data Server (PFDS) General Information Homepage Progress Report FAQ Glossary Precipitation Frequency Data Server GIS Grids Maps Time Series Temporals Documents Probable Maximum Precipitation Documents Miscellaneous Publications Storm Analysis Record Precipitation Contact Us Inquiries PF Map: Contiguous US r Home Site Map News Organization NOAA ATLAS 14 POINT PRECIPITATION FREQUENCY ESTIMATES: CA Data description Data type: Precipitation intensity V Select location 1) Manually: Units: English V Time series type: Partial duration '_oral rvtounbin Regional Park Search Map V 19 Terrain tt. Ind Ave V :k uua�lu ui Country Club TrIogi-fi6th.Ave • Li Quint] {+4+ nt 3 a O4" uaa.gov): Rustic Canyon 0 POINT PRECIPITATION FREQUENCY (PF) ESTIMATES WITH 90% CONFIDENCE INTERVALS AND SUPPLEMENTARY INFORMATION NOAA Atlas 14, Volume 6, Version 2 1 km 0.6mi OO NWS 0 All NOAA Go a) Select location Move crosshair or double click b) Click on station icon Show stations on map Location information: Name: La Quinta, California, USA* Latitude: 33.5977° Longitude: -116.2675° Elevation: 231.29 ft ** * Source: ESRI Maps ** Source: USGS 8 Print page PDS -based precipitation frequency estimates with 90% confidence intervals (in inches/hour)1 r www.nws.noaa.gov 1 ALI"( https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca 1/2 Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5 -min 0.864 (0.720-1.03) 1.32 (1.10-1.60) 2.00 (1.67-2.42) 2.62 (2.16-3.20) 3.56 (2.84-4.51) 4.38 (3.42-5.68) 5.32 (4.04-7.06) 6.38 (4.73-8.72) 8.06 (5.71-11.5) 9.59 (6.56-14.2) r www.nws.noaa.gov 1 ALI"( https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca 1/2 10/8/2020 PF Map: Contiguous US 10 -min 0.612 0.948 I 1.43 1.87 (0.516-0.744) (0.792-1.15) I (1.19-1.74) (1.55-2.29) 15 -min 30 -min 0.496 (0.416-0.600) 0.358 (0.298-0.432) 0.764 (0.636-0.924) 0.550 (0.458-0.664) 1.16 (0.960-1.40) 0.832 (0.694-1.01) 60 -min 0.251 0.387 0.586 (0.210-0.304) (0.323-0.468) (0.488-0.711) 1.51 (1.25-1.85) 1.09 (0.898-1.33) 0.766 (0.632-0.937) 2.55 3.14 (2.03-3.23) (2.45-4.06) 2.06 (1.64-2.60) 1.48 (1.18-1.88) 1.04 (0.832-1.32) 2.53 (1.98-3.28) 1.83 (1.42-2.36) 3.81 (2.90-5.05) 3.07 (2.34-4.08) 2.21 (1.68-2.94) 4.58 (3.38-6.26) 3.69 (2.73-5.04) 2.66 (1.97-3.64) 5.78 (4.10-8.24) 4.66 (3.30-6.65) 3.36 (2.38-4.79) 1.28 1.56 1.87 2.36 (1.00-1.66) (1.19-2.07) (1.38-2.56) (1.68-3.37) 6.88 (4.70-10.2) 5.54 (3.79-8.19) 3.99 (2.73-5.90) 2.81 (1.92-4.15) 2 -hr 0.174 (0.146-0.210) 0.254 (0.212-0.308) 0.375 (0.312-0.454) 0.486 (0.400-0.594) 0.658 (0.524-0.832) 0.808 (0.631-1.05) 0.980 (0.746-1.30) 1.18 (0.872-1.61) 1.49 (1.05-2.12) I 1.76 (1.21-2.60) 3 -hr 0.139 (0.116-0.167) 0.199 (0.166-0.241) 0.291 (0.242-0.353) 0.375 (0.310-0.459) 0.507 (0.405-0.643) 0.624 (0.487-0.808) 0.758 (0.576-1.00) 0.912 (0.674-1.25) 1.15 (0.817-1.64) 1.37 (0.935-2.02) 6 -hr 0.090 (0.075-0.109) 0.129 (0.108-0.156) 0.187 (0.155-0.226) 0.240 (0.198-0.294) 0.324 (0.259-0.411) 0.398 (0.311-0.516) 0.483 (0.368-0.641) 0.582 (0.430-0.795) 0.735 (0.521-1.05) 0.873 (0.597-1.29) 12 -hr 0.054 (0.045-0.065) 0.079 (0.066-0.095) 0.115 (0.096-0.140) 0.149 (0.123-0.182) 0.201 (0.160-0.254) 0.246 (0.192-0.318) 0.297 (0.226-0.394) 0.356 (0.263-0.486) 0.446 (0.316-0.636) 0.526 (0.359-0.777) 24 -hr 0.033 (0.030-0.039) 0.050 (0.045-0.058) 0.075 (0.066-0.087) 0.097 (0.085-0.114) 0.131 (0.111-0.158) 0.160 (0.133-0.196) 0.192 (0.156-0.241) 0.228 (0.180-0.295) 0.283 (0.215-0.381) 0.331 (0.243-0.459) 2 -day 0.019 (0.017-0.022) 0.029 (0.026-0.034) 0.044 (0.039-0.051) 0.057 (0.050-0.067) 0.077 (0.065-0.092) 0.093 (0.077-0.115) 0.111 (0.090-0.140) 0.132 (0.104-0.170) 0.163 (0.123-0.219) 0.189 (0.139-0.262) 3 -day 0.014 (0.012-0.016) 0.021 (0.019-0.024) 0.032 (0.028-0.037) 0.041 (0.036-0.048) 0.055 (0.047-0.066) 0.067 (0.056-0.082) 0.080 (0.065-0.101) 0.095 (0.075-0.122) 0.117 (0.088-0.157) 0.135 (0.099-0.188) 4 -day 0.011 (0.010-0.013) 0.017 (0.015-0.019) 0.025 (0.022-0.029) 0.033 (0.029-0.038) 0.044 (0.037-0.053) 0.053 (0.044-0.065) 0.064 (0.052-0.080) 0.075 (0.059-0.097) 0.092 (0.070-0.124) 0.107 (0.079-0.149) 7 -day 0.007 (0.006-0.008) 0.010 (0.009-0.012) 0.015 (0.013-0.018) 0.020 (0.017-0.023) 0.026 (0.022-0.032) 0.032 (0.027-0.039) 0.038 (0.031-0.048) 0.045 (0.036-0.058) 0.055 (0.042-0.074) 0.064 (0.047-0.089) 10 -day 0.005 (0.004-0.006) 0.007 (0.007-0.009) 0.011 (0.010-0.013) 0.014 (0.012-0.017) 0.019 (0.016-0.023) 0.023 (0.019-0.028) 0.028 (0.022-0.035) 0.032 (0.026-0.042) 0.040 (0.030-0.053) 0.046 (0.034-0.064) 20 -day 0.003 (0.002-0.003) 0.004 (0.004-0.005) 0.006 (0.005-0.007) 0.008 (0.007-0.009) 0.010 (0.009-0.013) 0.013 (0.011-0.016) 0.015 (0.012-0.019) 0.018 (0.014-0.023) 0.022 (0.016-0.029) 0.025 (0.018-0.035) 30 -day 0.002 (0.002-0.002) 0.003 (0.003-0.003) 0.004 (0.004-0.005) 0.006 (0.005-0.007) 0.008 (0.006-0.009) 0.009 (0.008-0.011) 0.011 (0.009-0.014) 0.013 (0.010-0.017) 0.016 (0.012-0.021) 0.018 (0.013-0.025) 45 -day 0.001 (0.001-0.002) 0.002 (0.002-0.002) 0.003 (0.003-0.004) 0.004 (0.004-0.005) 0.006 (0.005-0.007) 0.007 (0.006-0.009) 0.008 (0.007-0.010) 0.010 (0.008-0.012) 0.012 (0.009-0.016) 0.013 (0.010-0.019) 60 -day 0.001 (0.001-0.001) 0.002 (0.002-0.002) 0.003 (0.002-0.003) 0.003 (0.003-0.004) 0.005 (0.004-0.006) 0.006 (0.005-0.007) 0.007 (0.005-0.008) 0.008 (0.006-0.010) 0.010 (0.007-0.013) 0.011 (0.008-0.015) 1 Precipi ation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at ower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Estimates from the table in CSV format: Precipitation frequency estimates v Submit Main Link Categories: Home I OWP US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Water Prediction (OWP) 1325 East West Highway Silver Spring, MD 20910 Page Author: HDSC webmaster Page last modified: April 21, 2017 Map Disclaimer Disclaimer Credits Glossary Privacy Policy About Us Career Opportunities https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_map_cont.html?bkmrk=ca 2/2 10/15/2020 Precipitation Frequency Data Server NOAA Atlas 14, Volume 6, Version 2 Location name: La Quinta, California, USA* Latitude: 33.5977°, Longitude: -116.2675° Elevation: 231.29 ft** * source: ESRI Maps ** source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li -Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS -based point precipitation frequency estimates with 90% confidence intervals (in inches)1 ] Average recurrence interval (years) Duration 1 2 5 10 25 50 100 200 500 1000 5 -min 0.072 (0.060-0.086) 0.110 (0.092-0.133) 0.167 (0.139-0.202) 0.218 (0.180-0.267) I 0.297 (0.237-0.376) 0.365 (0.285-0.473) 0.443 (0.337-0.588) 0.532 (0.394-0.727) 0.672 (0.476-0.959) 0.799 (0.547-1.18) 10 -min 0.102 (0.086-0.124) 0.158 (0.132-0.191) 0.239 (0.199-0.290) 0.312 (0.258-0.382)1 0.425 (0.339-0.538) 0.523 (0.409-0.677) 0.635 (0.483-0.842) 0.763 (0.564-1.04) 0.964 (0.683-1.37) 1.15 (0.783-1.69) 15 -min 0.124 (0.104-0.150) 0.191 (0.159-0.231) 0.289 (0.240-0.350) 0.378 (0.312-0.462) 0.514 (0.410-0.651) 0.633 (0.494-0.819) 0.768 (0.584-1.02) 0.923 (0.683-1.26) 1.17 (0.826-1.66) 1.39 (0.947-2.05) 30 -min 0.179 (0.149-0.216) 0.275 (0.229-0.332) 0.416 (0.347-0.505) 0.544 (0.449-0.666) 0.741 (0.591-0.939) 0.913 (0.712-1.18) 1.11 (0.842-1.47) 1.33 (0.984-1.82) 1.68 (1.19-2.40) 2.00 (1.37-2.95) 60 -min 0.251 (0.210-0.304) 0.387 (0.323-0.468) 0.586 (0.488-0.711) 0.766 (0.632-0.937) 1.04 (0.832-1.32) 1.28 I (1.00-1.66) 1.56 (1.19-2.07) 1.87 (1.38-2.56) 2.36 (1.68-3.37) 2.81 (1.92-4.15) 2 -hr 0.348 (0.291-0.420) 0.509 (0.425-0.615) 0.750 (0.624-0.909) 0.971 (0.801-1.19) 1.32 (1.05-1.67) 1.62 (1.26-2.09) 1.96 (1.49-2.60) 2.36 (1.74-3.22) 2.97 (2.11-4.24) 3.53 (2.41-5.21) 3 -hr 0.416 (0.348-0.503) 0.598 (0.500-0.724) 0.873 (0.727-1.06) 1.13 (0.931-1.38) 1.52 (1.22-1.93) 1.87 (1.46-2.43) 2.28 (1.73-3.02) 2.74 (2.03-3.74) 3.46 (2.45-4.93) 4.11 (2.81-6.07) 6 -hr 0.541 (0.452-0.654) 0.771 (0.644-0.933) 1.12 (0.931-1.36) 1.44 (1.19-1.76) 1.94 (1.55-2.46) 2.39 (1.86-3.09) 2.89 (2.20-3.84) 1 3.48 (2.58-4.76) 1 4.40 (3.12-6.28) 5.23 (3.57-7.72) 12 -hr 0.649 (0.543-0.784) 0.947 (0.791-1.15) 1.39 (1.16-1.69) 1.80 (1.48-2.20) 2.42 (1.93-3.07) 2.97 (2.32-3.84) 3.58 I (2.73-4.75) 4.29 (3.17-5.86) 5.38 (3.81-7.67) 6.33 (4.33-9.36) 24 -hr 0.803 (0.710-0.926) 1.21 (1.07-1.40) 1.80 (1.59-2.09) 2.34 (2.04-2.73) 3.14 (2.66-3.79) 3.83 (3.18-4.71) 4.61 (3.74-5.79) 5.48 (4.33-7.08) 6.80 (5.16-9.14) 7.93 (5.83-11.0) 2 -day 0.922 (0.816-1.06) 1.41 (1.25-1.63) 2.11 (1.86-2.45) 2.74 (2.40-3.20) 3.68 (3.12-4.43) 4.47 (3.71-5.50) 5.35 (4.34-6.73) 1 6.34 (5.00-8.19) 7.80 (5.92-10.5) 9.06 (6.65-12.6) 3 -day 0.990 (0.875-1.14) 1.52 (1.34-1.75) 2.28 (2.01-2.64) 2.96 (2.59-3.46) 3.97 (3.37-4.79) 4.83 (4.01-5.93) 5.77 (4.68-7.26) 6.82 (5.39-8.81) 8.39 (6.37-11.3) 9.73 (7.14-13.5) 4 -day 1.05 (0.929-1.21) 1.61 (1.42-1.86) 2.42 (2.13-2.81) 3.14 (2.75-3.67) 4.21 (3.57-5.07) 5.12 (4.25-6.29) 6.11 (4.96-7.68) 7.22 (5.70-9.32) 8.87 (6.73-11.9) 10.3 (7.54-14.3) 7 -day 1.12 (0.990-1.29) 1.71 (1.51-1.98) 2.57 (2.26-2.97) 3.33 (2.91-3.88) 4.45 (3.77-5.36) 5.39 (4.48-6.63) 6.43 (5.22-8.09) 7.58 (5.99-9.80) 9.29 (7.05-12.5) 10.7 (7.88-14.9) 10 -day 1.16 1.77 (1.02-1.33) (1.56-2.04) 2.65 (2.33-3.07) 3.43 (3.00-4.00) 4.58 5.55 6.61 (3.88-5.52) (4.61-6.82) (5.36-8.31) 7.78 (6.14-10.1) 9.52 (7.22-12.8) 11.0 (8.06-15.3) 20 -day 1.25 (1.11-1.44) 1.93 (1.71-2.23) 2.90 (2.56-3.36) 3.76 (3.29-4.39) 5.03 (4.26-6.06) 6.09 (5.05-7.48) 7.24 (5.87-9.10) 8.51 (6.72-11.0) i 10.4 (7.87-13.9) 11.9 (8.75-16.6) 30 -day 1.34 (1.19-1.55) 2.09 (1.85-2.42)] 3.17 (2.79-3.67) 4.12 (3.60-4.80) 5.52 (4.67-6.64) 6.68 (5.55-8.21) 7.94 (6.44-9.98) 9.32 (7.36-12.0) 11.3 (8.60-15.2) 13.0 (9.54-18.1) 45 -day 1.46 2.31 (1.30-1.69) (2.04-2.67) 3.53 (3.11-4.08) 4.59 (4.02-5.36) 6.17 7.48 8.88 (5.23-7.43) (6.21-9.19) (7.21-11.2) 10.4 (8.23-13.5) 12.6 14.5 (9.60-17.0) (10.6-20.1) 60 -day 1.56 2.49 (1.38-1.80) (2.20-2.88) 3.82 (3.37-4.43) 4.99 (4.36-5.82) 6.71 8.13 9.67 11.3 (5.68-8.08) (6.75-9.99) (7.84-12.2) I (8.95-14.6) 13.7 (10.4-18.5) I 15.7 (11.5-21.8) 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5977&Ion=-116.2675&data=depth&units=english&series=pds 1/4 10/15/2020 Precipitation Frequency Data Server PDS -based depth -duration -frequency (DDF) curves Latitude: 33.5977°, Longitude: -116.2675° NOAA Atlas 14, Volume 6, Version 2 25 50 100 200 Average recurrence interval (years) 500 1000 Created (GMT): Thu Oct 15 17:43:26 2020 Back to Top Maps & aerials Small scale terrain Average recurrence rnierval {years) 1 2 5 10 25 50 100 200 500 1000 Duration 5 -min 10 -min 15 -min 30 -rein 60 -min 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 4 -day 7 -day 10 -day 20 -day 30 -day 45 -day 60 -day https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5977&Ion=-116.2675&data=depth&units=english&series=pds 2/4 100km 60mi I :aster, ;,Palmdale yictarville ;ants Clarity LosAngeles Riverside Arralieim Cathedral ach" City'' Santa AnaIiy,�s'ert Murrieta I Oceanside San Dieg F- 10/15/2020 Precipitation Frequency Data Server 04014* CAN yoN I I L lrpOf GIVO • r 3km Large scale terrain L,ni,.t�r k r _ t F':ylmcl,Ie ' Victorville • R Angeles A Riverside . r - ach . Cathedral City. anta Ana P alm D exert I' Indio Murrieta Oceanside' I Mexicali • •SanLuis Ri Large scale map 100km 60mi Large scale aerial https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=33.5977&Ion=-116.2675&data=depth&units=english&series=pds 3/4 Travertine Hydrology Study — September 2021 iii APPENDIX C -HYDROLOGY STUDY (AES RATIONAL METHOD) Travertine Hydrology Study — September 2021 iv C.1 — 100 -YR EXISTING HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 *********************** * Travertine Project * Existing 100 -yr Storm * Subarea A *********************** Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 *** DESCRIPTION OF STUDY ************ Event ************** * * * *************************************************** FILE NAME: TRA-XOOA.DAT TIME/DATE OF STUDY: 11:14 10/16/2020 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) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 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 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 708.00 UPSTREAM ELEVATION(FEET) = 191.60 1 DOWNSTREAM ELEVATION(FEET) = 168.70 ELEVATION DIFFERENCE(FEET) = 22.90 TC = 0.533*[( 708.00**3)/( 22.90)]**.2 = 14.603 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.155 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4742 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 13.91 TOTAL AREA(ACRES) = 9.30 TOTAL RUNOFF(CFS) = 13.91 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 168.70 DOWNSTREAM(FEET) = 97.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 2414.00 CHANNEL SLOPE = 0.0293 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.659 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4357 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 73.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.73 AVERAGE FLOW DEPTH(FEET) = 0.86 TRAVEL TIME(MIN.) = 5.98 Tc(MIN.) = 20.58 SUBAREA AREA(ACRES) = 101.20 SUBAREA RUNOFF(CFS) = 117.23 TOTAL AREA(ACRES) = 110.5 PEAK FLOW RATE(CFS) = 131.14 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET/SEC.) = 8.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 3122.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 110.5 TC(MIN.) = PEAK FLOW RATE(CFS) = 131.14 20.58 END OF RATIONAL METHOD ANALYSIS 2 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 *********************** * Travertine Project * Existing 100 -yr Storm * Subarea B *********************** Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 *** DESCRIPTION OF STUDY ************ Event ************** * * * *************************************************** FILE NAME: TRA-XOOB.DAT TIME/DATE OF STUDY: 11:11 10/16/2020 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) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 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 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 867.00 UPSTREAM ELEVATION(FEET) = 221.30 1 DOWNSTREAM ELEVATION(FEET) = 178.20 ELEVATION DIFFERENCE(FEET) = 43.10 TC = 0.533*[( 867.00**3)/( 43.10)]**.2 = 14.532 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.163 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4747 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 14.86 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 14.86 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 178.20 DOWNSTREAM(FEET) = 125.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 1460.00 CHANNEL SLOPE = 0.0364 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.839 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4504 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 63.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.92 AVERAGE FLOW DEPTH(FEET) = 0.75 TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 18.05 SUBAREA AREA(ACRES) = 76.10 SUBAREA RUNOFF(CFS) = 97.30 TOTAL AREA(ACRES) = 86.0 PEAK FLOW RATE(CFS) = 112.16 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.03 FLOW VELOCITY(FEET/SEC.) = 8.27 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 2327.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 125.10 DOWNSTREAM(FEET) = 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 2789.00 CHANNEL SLOPE = 0.0328 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.494 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4213 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 146.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.68 AVERAGE FLOW DEPTH(FEET) = 1.23 TRAVEL TIME(MIN.) = 5.36 Tc(MIN.) = 23.41 SUBAREA AREA(ACRES) = 65.40 SUBAREA RUNOFF(CFS) = 68.72 TOTAL AREA(ACRES) = 151.4 PEAK FLOW RATE(CFS) = 180.88 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.38 FLOW VELOCITY(FEET/SEC.) = 9.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 5116.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 151.4 TC(MIN.) = PEAK FLOW RATE(CFS) = 180.88 23.41 END OF RATIONAL METHOD ANALYSIS 2 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Existing 100 -yr Storm Event * * Subarea C * ************************************************************************** FILE NAME: TRA-X00C.DAT TIME/DATE OF STUDY: 10:57 10/16/2020 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) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 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 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 200.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 825.00 1 UPSTREAM ELEVATION(FEET) = 275.00 DOWNSTREAM ELEVATION(FEET) = 233.70 ELEVATION DIFFERENCE(FEET) = 41.30 TC = 0.533*[( 825.00**3)/( 41.30)]**.2 = 14.226 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.196 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4771 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 14.94 TOTAL AREA(ACRES) = 9.80 TOTAL RUNOFF(CFS) = 14.94 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 300.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 233.70 DOWNSTREAM(FEET) = 136.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2183.00 CHANNEL SLOPE = 0.0448 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.796 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4470 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 89.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.30 AVERAGE FLOW DEPTH(FEET) = 0.86 TRAVEL TIME(MIN.) = 4.38 Tc(MIN.) = 18.61 SUBAREA AREA(ACRES) = 118.70 SUBAREA RUNOFF(CFS) = 148.35 TOTAL AREA(ACRES) = 128.5 PEAK FLOW RATE(CFS) = 163.29 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.20 FLOW VELOCITY(FEET/SEC.) = 9.98 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 300.00 = 3008.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 400.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 136.00 DOWNSTREAM(FEET) = 40.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2784.00 CHANNEL SLOPE = 0.0345 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.504 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4222 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 229.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 10.07 AVERAGE FLOW DEPTH(FEET) = 1.55 TRAVEL TIME(MIN.) = 4.61 Tc(MIN.) = 23.21 SUBAREA AREA(ACRES) = 124.10 SUBAREA RUNOFF(CFS) = 131.22 TOTAL AREA(ACRES) = 252.6 PEAK FLOW RATE(CFS) = 294.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.77 FLOW VELOCITY(FEET/SEC.) = 10.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 400.00 = 5792.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 252.6 TC(MIN.) = PEAK FLOW RATE(CFS) = 294.51 23.21 END OF RATIONAL METHOD ANALYSIS 2 Travertine Hydrology Study — September 2021 v C.2 — 100 -YR PROPOSED HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, Ca. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Proposed 100 -yr Storm Event * * Subarea A * ************************************************************************** FILE NAME: TRAV-00A.DAT TIME/DATE OF STUDY: 09:03 10/13/2020 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) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 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 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.40 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 788.00 1 UPSTREAM ELEVATION(FEET) = 218.50 DOWNSTREAM ELEVATION(FEET) = 206.50 ELEVATION DIFFERENCE(FEET) = 12.00 TC = 0.303*[( 788.00**3)/( 12.00)]**.2 = 10.085 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.794 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8615 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 5.20 TOTAL AREA(ACRES) = 1.59 TOTAL RUNOFF(CFS) = 5.20 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.794 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8615 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 2.09 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 7.29 TC(MIN.) = 10.08 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 196.50 DOWNSTREAM(FEET) = 182.00 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.29 PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 11.46 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.560 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5011 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 4.32 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 11.61 TC(MIN.) = 11.46 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 182.00 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 1103.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.41 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.61 PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 12.83 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2581.00 FEET. 2 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.83 RAINFALL INTENSITY(INCH/HR) = 3.36 TOTAL STREAM AREA(ACRES) = 4.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 11.61 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 615.00 UPSTREAM ELEVATION(FEET) = 208.00 DOWNSTREAM ELEVATION(FEET) = 170.00 ELEVATION DIFFERENCE(FEET) = 38.00 TC = 0.359*[( 615.00**3)/( 38.00)]**.2 = 8.179 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.211 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7733 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 16.02 TOTAL AREA(ACRES) = 4.92 TOTAL RUNOFF(CFS) = 16.02 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 160.00 DOWNSTREAM(FEET) = 148.70 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.02 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 8.47 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 855.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.138 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7720 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.53 SUBAREA RUNOFF(CFS) = 20.86 TOTAL AREA(ACRES) = 11.5 TOTAL RUNOFF(CFS) = 36.88 TC(MIN.) = 8.47 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 3 ELEVATION DATA: UPSTREAM(FEET) = 148.70 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 375.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.37 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.88 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 8.79 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 8.00 = 1230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.062 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8630 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 4.07 TOTAL AREA(ACRES) = 12.6 TOTAL RUNOFF(CFS) = 40.95 TC(MIN.) = 8.79 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 4.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 126.80 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.35 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.95 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.83 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 1280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.053 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8074 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.59 SUBAREA RUNOFF(CFS) = 11.75 TOTAL AREA(ACRES) = 16.2 TOTAL RUNOFF(CFS) = 52.70 TC(MIN.) = 8.83 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 8.83 RAINFALL INTENSITY(INCH/HR) = 4.05 TOTAL STREAM AREA(ACRES) = 16.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 52.70 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 11.61 12.83 3.365 4.65 4 2 52.70 8.83 4.053 16.20 *********************************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 60.69 8.83 4.053 2 55.36 12.83 3.365 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 60.69 Tc(MIN.) = 8.83 TOTAL AREA(ACRES) = 20.9 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2581.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 122.00 DOWNSTREAM(FEET) = 118.00 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.43 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 60.69 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 8.99 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 8.99 RAINFALL INTENSITY(INCH/HR) = 4.02 TOTAL STREAM AREA(ACRES) = 20.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.69 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 725.00 UPSTREAM ELEVATION(FEET) = 215.00 DOWNSTREAM ELEVATION(FEET) = 163.00 ELEVATION DIFFERENCE(FEET) = 52.00 TC = 0.533*[( 725.00**3)/( 52.00)]**.2 = 12.572 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.399 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4909 SOIL CLASSIFICATION IS "A" 5 SUBAREA RUNOFF(CFS) = 15.47 TOTAL AREA(ACRES) = 9.27 TOTAL RUNOFF(CFS) = 15.47 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 163.00 DOWNSTREAM(FEET) = 140.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 990.00 CHANNEL SLOPE = 0.0232 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.194 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4769 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.92 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 9.87 AVERAGE FLOW DEPTH(FEET) = 1.49 TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 14.24 SUBAREA AREA(ACRES) = 8.47 SUBAREA RUNOFF(CFS) = 12.90 TOTAL AREA(ACRES) = 17.7 PEAK FLOW RATE(CFS) = 28.37 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.64 FLOW VELOCITY(FEET/SEC.) = 10.51 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 118.00 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 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 28.21 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.37 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.28 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 1770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 14.28 RAINFALL INTENSITY(INCH/HR) = 3.19 TOTAL STREAM AREA(ACRES) = 17.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 28.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 60.69 8.99 4.019 20.85 2 28.37 14.28 3.191 17.74 *********************************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 6 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 78.55 8.99 4.019 2 76.56 14.28 3.191 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.55 Tc(MIN.) = 8.99 TOTAL AREA(ACRES) = 38.6 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 13.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 118.00 DOWNSTREAM(FEET) = 106.00 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.36 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.55 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 9.19 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 = 2969.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.975 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8625 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.82 SUBAREA RUNOFF(CFS) = 19.95 TOTAL AREA(ACRES) = 44.4 TOTAL RUNOFF(CFS) = 98.50 TC(MIN.) = 9.19 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.975 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5254 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.53 SUBAREA RUNOFF(CFS) = 9.46 TOTAL AREA(ACRES) = 48.9 TOTAL RUNOFF(CFS) = 107.96 TC(MIN.) = 9.19 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 106.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 628.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.4 INCHES 7 96.00 PIPE -FLOW VELOCITY(FEET/SEC.) = 14.49 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 107.96 PIPE TRAVEL TIME(MIN.) = 0.72 Tc(MIN.) = 9.91 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 14.00 = 3597.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.828 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7086 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 29.14 SUBAREA RUNOFF(CFS) = 79.03 TOTAL AREA(ACRES) = 78.1 TOTAL RUNOFF(CFS) = 186.99 TC(MIN.) = 9.91 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 96.00 DOWNSTREAM(FEET) = 88.00 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 31.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.55 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 186.99 PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 10.07 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 15.00 = 3822.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.796 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7654 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 9.84 SUBAREA RUNOFF(CFS) = 28.59 TOTAL AREA(ACRES) = 87.9 TOTAL RUNOFF(CFS) = 215.58 TC(MIN.) = 10.07 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.796 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8615 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.88 SUBAREA RUNOFF(CFS) = 6.15 TOTAL AREA(ACRES) = 89.8 TOTAL RUNOFF(CFS) = 221.73 TC(MIN.) = 10.07 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 2370.00 MANNING'S N = 0.013 8 70.00 DEPTH OF FLOW IN 63.0 INCH PIPE IS 45.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.13 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 221.73 PIPE TRAVEL TIME(MIN.) = 3.01 Tc(MIN.) = 13.08 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 6192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.333 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6932 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 22.07 SUBAREA RUNOFF(CFS) = 50.99 TOTAL AREA(ACRES) = 111.9 TOTAL RUNOFF(CFS) = 272.71 TC(MIN.) = 13.08 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 65.00 FLOW LENGTH(FEET) = 521.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 49.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.90 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 272.71 PIPE TRAVEL TIME(MIN.) = 0.58 Tc(MIN.) = 13.67 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 21.00 = 6713.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS MOBILE HOME PARK TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1009.00 UPSTREAM ELEVATION(FEET) = 140.00 DOWNSTREAM ELEVATION(FEET) = 102.60 ELEVATION DIFFERENCE(FEET) = 37.40 TC = 0.336*[( 1009.00**3)/( 37.40)]**.2 = 10.327 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.749 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8032 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.84 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 6.84 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 9 ELEVATION DATA: UPSTREAM(FEET) = 92.60 DOWNSTREAM(FEET) = 92.00 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.84 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 10.51 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 24.00 = 1074.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.717 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .8027 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 1.88 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 8.72 TC(MIN.) = 10.51 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 92.00 DOWNSTREAM(FEET) = 71.50 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.12 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.72 PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 11.59 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 25.00 = 1734.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.539 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8600 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 3.80 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 12.52 TC(MIN.) = 11.59 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.539 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8600 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.29 SUBAREA RUNOFF(CFS) = 10.01 TOTAL AREA(ACRES) = 7.4 TOTAL RUNOFF(CFS) = 22.53 TC(MIN.) = 11.59 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 10 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 71.50 DOWNSTREAM(FEET) = 71.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.32 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.53 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 11.69 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 26.00 = 1784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 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.) = 11.69 RAINFALL INTENSITY(INCH/HR) = 3.52 TOTAL STREAM AREA(ACRES) = 7.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 22.53 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 UPSTREAM ELEVATION(FEET) = 139.50 DOWNSTREAM ELEVATION(FEET) = 100.00 ELEVATION DIFFERENCE(FEET) = 39.50 TC = 0.393*[( 545.00**3)/( 39.50)]**.2 = 8.250 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.193 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7185 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 30.04 TOTAL AREA(ACRES) = 9.97 TOTAL RUNOFF(CFS) = 30.04 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 85.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 772.00 CHANNEL SLOPE = 0.0194 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.763 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7067 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 43.99 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.43 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 2.00 Tc(MIN.) = 10.25 SUBAREA AREA(ACRES) = 10.47 SUBAREA RUNOFF(CFS) = 27.85 TOTAL AREA(ACRES) = 20.4 PEAK FLOW RATE(CFS) = 57.89 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 7.11 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 29.00 = 11 1317.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.763 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5134 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 5.33 TOTAL AREA(ACRES) = 23.2 TOTAL RUNOFF(CFS) = 63.22 TC(MIN.) = 10.25 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.763 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7067 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 15.14 SUBAREA RUNOFF(CFS) = 40.27 TOTAL AREA(ACRES) = 38.3 TOTAL RUNOFF(CFS) = 103.49 TC(MIN.) = 10.25 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 26.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.00 DOWNSTREAM(FEET) = 71.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.12 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 103.49 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 10.28 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 26.00 = 1367.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 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.) = 10.28 RAINFALL INTENSITY(INCH/HR) = 3.76 TOTAL STREAM AREA(ACRES) = 38.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 103.49 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 22.53 11.69 3.524 7.44 2 103.49 10.28 3.758 38.34 *********************************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. ************************************************************************** 12 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) 1 123.30 10.28 3.758 2 119.59 11.69 3.524 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 123.30 Tc(MIN.) = 10.28 TOTAL AREA(ACRES) = 45.8 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 26.00 = 1784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 21.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 71.00 DOWNSTREAM(FEET) = 65.00 FLOW LENGTH(FEET) = 892.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 51.0 INCH PIPE IS 38.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.79 ESTIMATED PIPE DIAMETER(INCH) = 51.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 123.30 PIPE TRAVEL TIME(MIN.) = 1.38 Tc(MIN.) = 11.66 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 21.00 = 2676.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 123.30 11.66 3.529 45.78 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 21.00 = ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 272.71 13.67 3.261 111.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 21.00 = 2676.00 FEET. 6713.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 356.00 11.66 3.529 2 386.64 13.67 3.261 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 386.64 Tc(MIN.) = 13.67 TOTAL AREA(ACRES) = 157.6 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12 13 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 65.00 DOWNSTREAM(FEET) = 36.00 FLOW LENGTH(FEET) = 1108.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 60.0 INCH PIPE IS 46.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.78 ESTIMATED PIPE DIAMETER(INCH) = 60.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 386.64 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 14.44 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 30.00 = 7821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 14.44 RAINFALL INTENSITY(INCH/HR) = 3.17 TOTAL STREAM AREA(ACRES) = 157.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 386.64 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 435.00 UPSTREAM ELEVATION(FEET) = 120.50 DOWNSTREAM ELEVATION(FEET) = 88.00 ELEVATION DIFFERENCE(FEET) = 32.50 TC = 0.393*[( 435.00**3)/( 32.50)]**.2 = 7.493 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.399 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7237 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 15.28 TOTAL AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) = 15.28 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 82.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 503.00 CHANNEL SLOPE = 0.0119 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.967 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7125 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 31.62 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.85 14 AVERAGE FLOW DEPTH(FEET) = 0.32 TRAVEL TIME(MIN.) = 1.73 Tc(MIN.) = 9.22 SUBAREA AREA(ACRES) = 11.52 SUBAREA RUNOFF(CFS) = 32.57 TOTAL AREA(ACRES) = 16.3 PEAK FLOW RATE(CFS) = 47.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.40 FLOW VELOCITY(FEET/SEC.) = 5.73 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 33.00 = 938.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 75.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 579.00 CHANNEL SLOPE = 0.0112 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.669 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7039 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 61.45 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.16 AVERAGE FLOW DEPTH(FEET) = 0.48 TRAVEL TIME(MIN.) = 1.57 Tc(MIN.) = 10.79 SUBAREA AREA(ACRES) = 10.52 SUBAREA RUNOFF(CFS) = 27.17 TOTAL AREA(ACRES) = 26.8 PEAK FLOW RATE(CFS) = 75.02 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.54 FLOW VELOCITY(FEET/SEC.) = 6.63 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 34.00 = 1517.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.669 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7039 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 10.38 SUBAREA RUNOFF(CFS) = 26.81 TOTAL AREA(ACRES) = 37.2 TOTAL RUNOFF(CFS) = 101.83 TC(MIN.) = 10.79 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.669 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7039 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.03 SUBAREA RUNOFF(CFS) = 7.83 TOTAL AREA(ACRES) = 40.2 TOTAL RUNOFF(CFS) = 109.65 TC(MIN.) = 10.79 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.50 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 15 52.00 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 23.47 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.65 PIPE TRAVEL TIME(MIN.) = 0.29 Tc(MIN.) = 11.08 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00 = 1927.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.621 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8605 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 2.52 TOTAL AREA(ACRES) = 41.1 TOTAL RUNOFF(CFS) = 112.18 TC(MIN.) = 11.08 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 30.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 36.00 FLOW LENGTH(FEET) = 964.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.83 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 112.18 PIPE TRAVEL TIME(MIN.) = 1.08 Tc(MIN.) = 12.16 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 2891.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.456 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6973 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.86 SUBAREA RUNOFF(CFS) = 35.81 TOTAL AREA(ACRES) = 55.9 TOTAL RUNOFF(CFS) = 147.99 TC(MIN.) = 12.16 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 12.16 RAINFALL INTENSITY(INCH/HR) = 3.46 TOTAL STREAM AREA(ACRES) = 55.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 147.99 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 386.64 14.44 3.172 157.65 2 147.99 12.16 3.456 55.92 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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 473.54 12.16 3.456 2 522.47 14.44 3.172 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 522.47 Tc(MIN.) = 14.44 TOTAL AREA(ACRES) = 213.6 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 30.00 = 7821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 36.00 DOWNSTREAM(FEET) = 26.00 FLOW LENGTH(FEET) = 942.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 78.0 INCH PIPE IS 63.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.09 ESTIMATED PIPE DIAMETER(INCH) = 78.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 522.47 PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 15.31 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 40.00 = 8763.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.081 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4689 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 9.67 TOTAL AREA(ACRES) = 220.3 TOTAL RUNOFF(CFS) = 532.14 TC(MIN.) = 15.31 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 220.3 TC(MIN.) = PEAK FLOW RATE(CFS) = 532.14 15.31 END OF RATIONAL METHOD ANALYSIS 17 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, Ca. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Proposed 100 -yr Storm Event * * Subarea B * ************************************************************************** FILE NAME: TRAV-00B.DAT TIME/DATE OF STUDY: 09:34 10/13/2020 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) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 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 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.40 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 UPSTREAM ELEVATION(FEET) = 245.00 1 DOWNSTREAM ELEVATION(FEET) = 237.50 ELEVATION DIFFERENCE(FEET) = 7.50 TC = 0.393*[( 750.00**3)/( 7.50)]**.2 = 13.931 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.230 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6897 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 11.81 TOTAL AREA(ACRES) = 5.30 TOTAL RUNOFF(CFS) = 11.81 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 237.50 DOWNSTREAM(FEET) CHANNEL LENGTH THRU SUBAREA(FEET) = 630.00 CHANNEL SLOPE CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.934 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6789 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 15.68 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.54 AVERAGE FLOW DEPTH(FEET) = 0.22 TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 16.89 SUBAREA AREA(ACRES) = 3.88 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.25 FLOW VELOCITY(FEET/SEC.) = 3.86 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 231.00 0.0103 7.73 19.53 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 221.00 DOWNSTREAM(FEET) = 162.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 17.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.53 PIPE TRAVEL TIME(MIN.) = 0.68 Tc(MIN.) = 17.57 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2100.00 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.) = 17.57 RAINFALL INTENSITY(INCH/HR) = 2.88 TOTAL STREAM AREA(ACRES) = 9.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.53 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 2 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 547.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 208.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC = 0.937*[( 547.00**3)/( 24.00)]**.2 = 21.811 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.583 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4292 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 4.09 TOTAL AREA(ACRES) = 3.69 TOTAL RUNOFF(CFS) 4.09 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 208.00 DOWNSTREAM ELEVATION(FEET) = 172.00 STREET LENGTH(FEET) = 672.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.71 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.42 STREET FLOW TRAVEL TIME(MIN.) = 2.38 Tc(MIN.) = 24.19 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.453 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6588 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.22 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 6.69 5.20 9.30 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.33 HALFSTREET FLOOD WIDTH(FEET) = 8.53 FLOW VELOCITY(FEET/SEC.) = 5.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.67 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 105.00 = 1219.00 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.) = 24.19 RAINFALL INTENSITY(INCH/HR) = 2.45 TOTAL STREAM AREA(ACRES) = 6.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.30 ** CONFLUENCE DATA ** 3 STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 19.53 17.57 2.877 9.18 2 9.30 24.19 2.453 6.91 *********************************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 26.29 17.57 2.877 2 25.95 24.19 2.453 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 26.29 Tc(MIN.) = 17.57 TOTAL AREA(ACRES) = 16.1 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2100.00 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) = 162.00 DOWNSTREAM(FEET) = 159.00 FLOW LENGTH(FEET) = 55.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.36 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.29 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 17.63 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.873 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7436 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.93 SUBAREA RUNOFF(CFS) = 31.89 TOTAL AREA(ACRES) = 31.0 TOTAL RUNOFF(CFS) = 58.18 TC(MIN.) = 17.63 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = 134.30 FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.34 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.18 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 18.40 4 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 2915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.812 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7871 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.79 SUBAREA RUNOFF(CFS) = 8.39 TOTAL AREA(ACRES) = 34.8 TOTAL RUNOFF(CFS) = 66.56 TC(MIN.) = 18.40 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 134.30 DOWNSTREAM(FEET) = 130.00 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.97 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 66.56 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 18.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 3128.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 378.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 278.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.709*[( 378.00**3)/( 2.00)]**.2 = 21.736 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.588 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4296 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.13 TOTAL AREA(ACRES) = 2.82 TOTAL RUNOFF(CFS) 3.13 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 271.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 80.00 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.) = 8.19 5 268.00 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.13 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 21.90 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 113.00 = 458.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.578 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4288 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 1.70 TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) = 4.84 TC(MIN.) = 21.90 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 268.00 DOWNSTREAM(FEET) = 231.70 FLOW LENGTH(FEET) = 710.00 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.) = 10.36 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.84 PIPE TRAVEL TIME(MIN.) = 1.14 Tc(MIN.) = 23.04 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 115.00 = 1168.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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.) = 23.04 RAINFALL INTENSITY(INCH/HR) = 2.51 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.84 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 113.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 618.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 278.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359*[( 618.00**3)/( 2.00)]**.2 = 14.782 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.136 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7505 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) 2.59 **************************************************************************** 6 FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 278.00 DOWNSTREAM ELEVATION(FEET) = 243.00 STREET LENGTH(FEET) = 685.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.57 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.62 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.40 STREET FLOW TRAVEL TIME(MIN.) = 2.47 Tc(MIN.) = 17.25 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.903 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6777 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.04 SUBAREA RUNOFF(CFS) = 7.95 TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 10.54 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.34 HALFSTREET FLOOD WIDTH(FEET) = 9.22 FLOW VELOCITY(FEET/SEC.) = 5.07 DEPTH*VELOCITY(FT*FT/SEC.) = 1.74 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 1303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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.) = 17.25 RAINFALL INTENSITY(INCH/HR) = 2.90 TOTAL STREAM AREA(ACRES) = 5.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.54 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.84 23.04 2.513 4.36 2 10.54 17.25 2.903 5.14 *********************************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 ** 7 STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.16 17.25 2.903 2 13.96 23.04 2.513 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.16 Tc(MIN.) = 17.25 TOTAL AREA(ACRES) = 9.5 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 1303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 117.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 231.70 DOWNSTREAM(FEET) = 224.30 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.16 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 17.41 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 117.00 = 1439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.890 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6772 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.39 SUBAREA RUNOFF(CFS) = 12.51 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 26.67 TC(MIN.) = 17.41 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 224.30 DOWNSTREAM(FEET) = 214.40 FLOW LENGTH(FEET) = 188.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.18 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.67 PIPE TRAVEL TIME(MIN.) = 0.19 Tc(MIN.) = 17.61 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 118.00 = 1627.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.874 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6766 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 11.75 SUBAREA RUNOFF(CFS) = 22.85 TOTAL AREA(ACRES) = 27.6 TOTAL RUNOFF(CFS) = 49.52 TC(MIN.) = 17.61 8 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 214.40 DOWNSTREAM(FEET) = 204.00 FLOW LENGTH(FEET) = 198.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.52 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 17.79 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 119.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.860 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4521 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 0.59 TOTAL AREA(ACRES) = 28.1 TOTAL RUNOFF(CFS) = 50.11 TC(MIN.) = 17.79 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 204.00 DOWNSTREAM(FEET) = 195.50 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 50.11 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 17.93 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 120.00 = 1987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.848 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6756 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.32 SUBAREA RUNOFF(CFS) = 8.31 TOTAL AREA(ACRES) = 32.4 TOTAL RUNOFF(CFS) = 58.42 TC(MIN.) = 17.93 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 195.50 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 331.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.02 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 9 177.00 PIPE-FLOW(CFS) = 58.42 PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 18.21 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 121.00 = 2318.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.826 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6747 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.76 SUBAREA RUNOFF(CFS) = 7.17 TOTAL AREA(ACRES) = 36.2 TOTAL RUNOFF(CFS) = 65.59 TC(MIN.) = 18.21 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.826 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4494 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 7.29 SUBAREA RUNOFF(CFS) = 9.26 TOTAL AREA(ACRES) = 43.5 TOTAL RUNOFF(CFS) = 74.85 TC(MIN.) = 18.21 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 177.00 DOWNSTREAM(FEET) = 139.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.33 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.85 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 18.53 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 122.00 = 2788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.802 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6737 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 11.78 SUBAREA RUNOFF(CFS) = 22.24 TOTAL AREA(ACRES) = 55.2 TOTAL RUNOFF(CFS) = 97.09 TC(MIN.) = 18.53 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 139.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 409.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.03 10 130.00 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 97.09 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 18.96 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 110.00 = 3197.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.770 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7407 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.78 SUBAREA RUNOFF(CFS) = 7.76 TOTAL AREA(ACRES) = 59.0 TOTAL RUNOFF(CFS) = 104.84 TC(MIN.) = 18.96 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 104.84 18.96 2.770 59.03 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 110.00 = ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 66.56 18.65 2.792 34.81 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 3197.00 FEET. 3128.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 169.74 18.65 2.792 2 170.88 18.96 2.770 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 170.88 Tc(MIN.) = 18.96 TOTAL AREA(ACRES) = 93.8 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 130.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 120.00 FLOW LENGTH(FEET) = 990.00 MANNING'S N = 0.013 11 DEPTH OF FLOW IN 54.0 INCH PIPE IS 39.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.68 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 170.88 PIPE TRAVEL TIME(MIN.) = 1.21 Tc(MIN.) = 20.16 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 130.00 = 4187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 20.16 RAINFALL INTENSITY(INCH/HR) = 2.69 TOTAL STREAM AREA(ACRES) = 93.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 170.88 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 564.00 UPSTREAM ELEVATION(FEET) = 210.00 DOWNSTREAM ELEVATION(FEET) = 195.00 ELEVATION DIFFERENCE(FEET) = 15.00 TC = 0.937*[( 564.00**3)/( 15.00)]**.2 = 24.405 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.442 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4167 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.67 TOTAL AREA(ACRES) = 2.62 TOTAL RUNOFF(CFS) 2.67 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.442 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4167 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 2.31 TOTAL AREA(ACRES) = 4.9 TOTAL RUNOFF(CFS) = 4.98 TC(MIN.) = 24.40 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 195.00 DOWNSTREAM(FEET) = 168.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 830.00 CHANNEL SLOPE = 0.0319 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.318 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4050 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.83 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.13 12 AVERAGE FLOW DEPTH(FEET) = 0.16 TRAVEL TIME(MIN.) = 2.70 Tc(MIN.) = 27.10 SUBAREA AREA(ACRES) = 3.94 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 8.8 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 5.64 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 133.00 = 3.70 8.68 1394.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 158.50 DOWNSTREAM(FEET) = 130.00 FLOW LENGTH(FEET) = 321.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.87 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.68 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 27.46 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 134.00 = 1715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 134.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.303 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6518 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 8.72 SUBAREA RUNOFF(CFS) = 13.09 TOTAL AREA(ACRES) = 17.5 TOTAL RUNOFF(CFS) = 21.76 TC(MIN.) = 27.46 **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 130.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 120.00 FLOW LENGTH(FEET) = 264.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.62 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.76 PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 27.78 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 130.00 = 1979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.290 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4022 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.48 SUBAREA RUNOFF(CFS) = 3.20 TOTAL AREA(ACRES) = 21.0 TOTAL RUNOFF(CFS) = 24.97 TC(MIN.) = 27.78 **************************************************************************** 13 FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.290 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7756 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.51 SUBAREA RUNOFF(CFS) = 6.23 TOTAL AREA(ACRES) = 24.5 TOTAL RUNOFF(CFS) = 31.20 TC(MIN.) = 27.78 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 27.78 RAINFALL INTENSITY(INCH/HR) = 2.29 TOTAL STREAM AREA(ACRES) = 24.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.20 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 170.88 20.16 2.686 93.84 2 31.20 27.78 2.290 24.54 *********************************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) 1 193.52 20.16 2.686 2 176.84 27.78 2.290 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 193.52 Tc(MIN.) = 20.16 TOTAL AREA(ACRES) = 118.4 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 130.00 = 4187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 120.00 DOWNSTREAM(FEET) = 112.00 FLOW LENGTH(FEET) = 635.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 40.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.31 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 193.52 PIPE TRAVEL TIME(MIN.) = 0.69 Tc(MIN.) = 20.85 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 135.00 = 4822.00 FEET. 14 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.642 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7836 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.72 SUBAREA RUNOFF(CFS) = 5.63 TOTAL AREA(ACRES) = 121.1 TOTAL RUNOFF(CFS) = 199.15 TC(MIN.) = 20.85 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 110.00 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 43.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.84 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 199.15 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 21.11 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 140.00 = 5032.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 406.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 275.50 ELEVATION DIFFERENCE(FEET) = 4.50 TC = 0.393*[( 406.00**3)/( 4.50)]**.2 = 10.676 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.688 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7045 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.40 TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 3.40 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.688 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7045 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 2.65 TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 6.05 TC(MIN.) = 10.68 **************************************************************************** 15 FLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 265.50 DOWNSTREAM(FEET) = 254.40 FLOW LENGTH(FEET) = 202.00 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.) = 11.32 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.05 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.97 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 143.00 = 608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.638 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7030 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.37 SUBAREA RUNOFF(CFS) = 6.06 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 12.11 TC(MIN.) = 10.97 **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.638 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7030 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.53 SUBAREA RUNOFF(CFS) = 6.47 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 18.58 TC(MIN.) = 10.97 **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 145.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 254.40 DOWNSTREAM(FEET) = 227.50 FLOW LENGTH(FEET) = 416.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.01 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.58 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 11.41 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 145.00 = 1024.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.568 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7008 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.09 SUBAREA RUNOFF(CFS) = 12.73 TOTAL AREA(ACRES) = 12.3 TOTAL RUNOFF(CFS) = 31.31 TC(MIN.) = 11.41 16 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.41 RAINFALL INTENSITY(INCH/HR) = 3.57 TOTAL STREAM AREA(ACRES) = 12.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 31.31 **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 147.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 552.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 260.00 ELEVATION DIFFERENCE(FEET) = 20.00 TC = 0.937*[( 552.00**3)/( 20.00)]**.2 = 22.745 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.530 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4245 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.62 TOTAL AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) 1.62 **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 148.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 243.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 632.00 CHANNEL SLOPE = 0.0269 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.358 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4088 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.01 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.07 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 3.44 Tc(MIN.) = 26.18 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 2.39 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 3.34 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 148.00 = 1184.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 145.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 238.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 375.00 CHANNEL SLOPE = 0.0120 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 17 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.236 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .5982 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.78 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.11 AVERAGE FLOW DEPTH(FEET) = 0.09 TRAVEL TIME(MIN.) = 2.96 Tc(MIN.) = 29.14 SUBAREA AREA(ACRES) = 2.08 SUBAREA RUNOFF(CFS) = 2.78 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.10 FLOW VELOCITY(FEET/SEC.) = 2.46 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 145.00 = 5.18 1559.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 29.14 RAINFALL INTENSITY(INCH/HR) = 2.24 TOTAL STREAM AREA(ACRES) = 4.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.18 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 31.31 11.41 3.568 12.32 2 5.18 29.14 2.236 4.39 *********************************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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 33.34 11.41 3.568 2 24.80 29.14 2.236 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.34 Tc(MIN.) = TOTAL AREA(ACRES) = 16.7 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 11.41 145.00 = 1559.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 227.50 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.33 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 18 209.70 PIPE-FLOW(CFS) = 33.34 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 11.66 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 150.00 = 1834.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 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.) = 11.66 RAINFALL INTENSITY(INCH/HR) = 3.53 TOTAL STREAM AREA(ACRES) = 16.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 33.34 **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 734.00 UPSTREAM ELEVATION(FEET) = 281.00 DOWNSTREAM ELEVATION(FEET) = 267.70 ELEVATION DIFFERENCE(FEET) = 13.30 TC = 0.393*[( 734.00**3)/( 13.30)]**.2 = 12.263 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.442 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6968 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.21 TOTAL AREA(ACRES) = 2.59 TOTAL RUNOFF(CFS) = 6.21 **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 267.70 DOWNSTREAM ELEVATION(FEET) = 243.00 STREET LENGTH(FEET) = 347.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.81 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 7.22 AVERAGE FLOW VELOCITY(FEET/SEC.) = 5.50 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.66 STREET FLOW TRAVEL TIME(MIN.) = 1.05 Tc(MIN.) = 13.32 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.303 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6922 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.20 19 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 9.41 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.03 FLOW VELOCITY(FEET/SEC.) = 5.64 DEPTH*VELOCITY(FT*FT/SEC.) = 1.80 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 153.00 = 1081.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 233.00 DOWNSTREAM(FEET) = 212.00 FLOW LENGTH(FEET) = 525.00 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.) = 11.34 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.41 PIPE TRAVEL TIME(MIN.) = 0.77 Tc(MIN.) = 14.09 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 154.00 = 1606.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.212 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6891 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.63 SUBAREA RUNOFF(CFS) = 5.82 TOTAL AREA(ACRES) = 6.6 TOTAL RUNOFF(CFS) = 15.23 TC(MIN.) = 14.09 **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 150.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 212.00 DOWNSTREAM(FEET) = 209.70 FLOW LENGTH(FEET) = 46.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.86 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.23 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 14.14 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 150.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.206 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7944 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 4.86 TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 20.10 TC(MIN.) = 14.14 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 1 20 »»>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.) = 14.14 RAINFALL INTENSITY(INCH/HR) = 3.21 TOTAL STREAM AREA(ACRES) = 8.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 33.34 11.66 3.530 16.71 2 20.10 14.14 3.206 8.53 *********************************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 49.90 11.66 3.530 2 50.37 14.14 3.206 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 49.90 Tc(MIN.) = 11.66 TOTAL AREA(ACRES) = 25.2 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 150.00 = 1834.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 209.70 DOWNSTREAM(FEET) = 198.00 FLOW LENGTH(FEET) = 178.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.31 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.90 PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 11.80 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 155.00 = 2012.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.508 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4979 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 2.29 TOTAL AREA(ACRES) = 26.5 TOTAL RUNOFF(CFS) = 52.19 TC(MIN.) = 11.80 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 31 21 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 198.00 DOWNSTREAM(FEET) = 174.50 FLOW LENGTH(FEET) = 364.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.26 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 52.19 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 12.10 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 156.00 = 2376.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.464 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6975 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 9.24 SUBAREA RUNOFF(CFS) = 22.33 TOTAL AREA(ACRES) = 35.8 TOTAL RUNOFF(CFS) = 74.52 TC(MIN.) = 12.10 **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 157.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 174.50 DOWNSTREAM(FEET) = 152.20 FLOW LENGTH(FEET) = 342.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.09 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 74.52 PIPE TRAVEL TIME(MIN.) = 0.26 Tc(MIN.) = 12.36 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 157.00 = 2718.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 157.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.428 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4927 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 3.72 TOTAL AREA(ACRES) = 38.0 TOTAL RUNOFF(CFS) = 78.24 TC(MIN.) = 12.36 **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 158.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 152.20 DOWNSTREAM(FEET) = 140.70 FLOW LENGTH(FEET) = 179.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.78 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.24 PIPE TRAVEL TIME(MIN.) = 0.13 Tc(MIN.) = 12.49 22 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 158.00 = 2897.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.410 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6958 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 12.64 SUBAREA RUNOFF(CFS) = 29.99 TOTAL AREA(ACRES) = 50.6 TOTAL RUNOFF(CFS) = 108.23 TC(MIN.) = 12.49 **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.410 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6958 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 13.21 SUBAREA RUNOFF(CFS) = 31.34 TOTAL AREA(ACRES) = 63.8 TOTAL RUNOFF(CFS) = 139.57 TC(MIN.) = 12.49 **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 160.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 140.70 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 289.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 26.23 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 139.57 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 12.68 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 160.00 = 3186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 12.68 RAINFALL INTENSITY(INCH/HR) = 3.39 TOTAL STREAM AREA(ACRES) = 63.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 139.57 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1005.00 UPSTREAM ELEVATION(FEET) = 244.00 DOWNSTREAM ELEVATION(FEET) = 208.30 ELEVATION DIFFERENCE(FEET) = 35.70 23 TC = 0.393*[( 1005.00**3)/( 35.70)]**.2 = 12.154 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.457 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6973 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 8.36 TOTAL AREA(ACRES) = 3.47 TOTAL RUNOFF(CFS) = 8.36 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< >>>>> (STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 208.30 DOWNSTREAM ELEVATION(FEET) = 172.00 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.28 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.75 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.75 STREET FLOW TRAVEL TIME(MIN.) = 3.23 Tc(MIN.) = 15.38 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.074 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6842 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.72 TOTAL AREA(ACRES) = 7.2 SUBAREA RUNOFF(CFS) = 7.82 PEAK FLOW RATE(CFS) = 16.19 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.91 FLOW VELOCITY(FEET/SEC.) = 5.03 DEPTH*VELOCITY(FT*FT/SEC.) = 1.99 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 163.00 = 1925.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 165.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 161.00 DOWNSTREAM(FEET) = 132.50 FLOW LENGTH(FEET) = 819.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.19 PIPE TRAVEL TIME(MIN.) = 1.13 Tc(MIN.) = 16.51 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 165.00 = 2744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.968 24 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6802 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 11.91 TOTAL AREA(ACRES) = 13.1 TOTAL RUNOFF(CFS) = 28.10 TC(MIN.) = 16.51 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 132.50 DOWNSTREAM(FEET) = 130.90 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.82 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 28.10 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 16.71 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 166.00 = 2862.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 166.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.950 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6795 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.84 SUBAREA RUNOFF(CFS) = 3.69 TOTAL AREA(ACRES) = 14.9 TOTAL RUNOFF(CFS) = 31.79 TC(MIN.) = 16.71 **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.90 DOWNSTREAM(FEET) = 127.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.45 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.79 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 17.12 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 167.00 = 3122.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.914 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6782 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 4.13 TOTAL AREA(ACRES) = 17.0 TOTAL RUNOFF(CFS) = 35.92 TC(MIN.) = 17.12 **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 25 ELEVATION DATA: UPSTREAM(FEET) = 127.00 DOWNSTREAM(FEET) = 124.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.41 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.92 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 17.37 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 168.00 = 3292.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.893 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6774 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 3.49 TOTAL AREA(ACRES) = 18.8 TOTAL RUNOFF(CFS) = 39.40 TC(MIN.) = 17.37 **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 160.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 124.00 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.87 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.40 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 17.43 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 3342.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.889 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6772 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 7.55 SUBAREA RUNOFF(CFS) = 14.77 TOTAL AREA(ACRES) = 26.4 TOTAL RUNOFF(CFS) = 54.17 TC(MIN.) = 17.43 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.889 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7886 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.72 SUBAREA RUNOFF(CFS) = 6.20 TOTAL AREA(ACRES) = 29.1 TOTAL RUNOFF(CFS) = 60.37 TC(MIN.) = 17.43 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< 26 »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 17.43 RAINFALL INTENSITY(INCH/HR) = 2.89 TOTAL STREAM AREA(ACRES) = 29.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 60.37 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 139.57 12.68 3.385 63.84 2 60.37 17.43 2.889 29.07 *********************************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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 183.48 12.68 3.385 2 179.47 17.43 2.889 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 183.48 Tc(MIN.) = 12.68 TOTAL AREA(ACRES) = 92.9 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 3342.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 122.00 DOWNSTREAM(FEET) = 110.00 FLOW LENGTH(FEET) = 431.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.23 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 183.48 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 13.03 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 140.00 = 3773.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.339 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7967 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) = 6.94 TOTAL AREA(ACRES) = 95.5 TOTAL RUNOFF(CFS) = 190.43 TC(MIN.) = 13.03 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 27 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 190.43 13.03 3.339 95.52 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 140.00 = ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 199.15 21.11 2.626 121.10 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 140.00 = 3773.00 FEET. 5032.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 313.38 13.03 3.339 2 348.89 21.11 2.626 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 348.89 Tc(MIN.) = 21.11 TOTAL AREA(ACRES) = 216.6 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 170.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) = 107.00 FLOW LENGTH(FEET) = 1097.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 87.0 INCH PIPE IS 69.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.87 ESTIMATED PIPE DIAMETER(INCH) = 87.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 348.89 PIPE TRAVEL TIME(MIN.) = 1.85 Tc(MIN.) = 22.96 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 170.00 = 6129.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.518 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7809 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.62 SUBAREA RUNOFF(CFS) = 7.12 TOTAL AREA(ACRES) = 220.2 TOTAL RUNOFF(CFS) = 356.01 TC(MIN.) = 22.96 **************************************************************************** 28 FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 78.00 FLOW LENGTH(FEET) = 926.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 42.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 25.05 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 356.01 PIPE TRAVEL TIME(MIN.) = 0.62 Tc(MIN.) = 23.57 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 175.00 = 7055.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.485 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7801 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.31 SUBAREA RUNOFF(CFS) = 6.42 TOTAL AREA(ACRES) = 223.5 TOTAL RUNOFF(CFS) = 362.43 TC(MIN.) = 23.57 **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.00 DOWNSTREAM(FEET) = 75.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 54.0 INCH PIPE IS 41.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 27.42 ESTIMATED PIPE DIAMETER(INCH) = 54.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 362.43 PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 23.62 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 180.00 = 7130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 979.00 UPSTREAM ELEVATION(FEET) = 175.00 DOWNSTREAM ELEVATION(FEET) = 138.30 ELEVATION DIFFERENCE(FEET) = 36.70 TC = 0.393*[( 979.00**3)/( 36.70)]**.2 = 11.898 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.494 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6985 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 8.05 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 29 8.05 **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 138.30 DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = 1112.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 95.50 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 12.09 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.37 HALFSTREET FLOOD WIDTH(FEET) = 10.51 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.67 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.72 STREET FLOW TRAVEL TIME(MIN.) = 3.97 Tc(MIN.) = 15.86 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.027 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6824 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = 8.06 TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 16.11 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.91 FLOW VELOCITY(FEET/SEC.) = 5.01 DEPTH*VELOCITY(FT*FT/SEC.) = 1.99 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 183.00 = 2091.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 85.50 DOWNSTREAM(FEET) = 85.20 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.48 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.11 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 15.98 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 184.00 = 2136.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.016 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6820 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.56 SUBAREA RUNOFF(CFS) = 9.38 TOTAL AREA(ACRES) = 11.8 TOTAL RUNOFF(CFS) = 25.49 TC(MIN.) = 15.98 30 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 185.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 85.20 DOWNSTREAM(FEET) = 80.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.73 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.49 PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 16.41 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 185.00 = 2416.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.976 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7903 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 13.5 TOTAL RUNOFF(CFS) = 29.51 TC(MIN.) = 16.41 **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 186.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 80.00 DOWNSTREAM(FEET) = 78.40 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 23.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.08 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.51 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 17.06 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 186.00 = 2691.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 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.) = 17.06 RAINFALL INTENSITY(INCH/HR) = 2.92 TOTAL STREAM AREA(ACRES) = 13.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 29.51 **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 188.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 574.00 UPSTREAM ELEVATION(FEET) = 168.00 DOWNSTREAM ELEVATION(FEET) = 123.00 31 ELEVATION DIFFERENCE(FEET) = 45.00 TC = 0.393*[( 574.00**3)/( 45.00)]**.2 = 8.292 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.183 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7183 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 14.72 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 14.72 **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 189.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 123.00 DOWNSTREAM(FEET) = 115.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 533.00 CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.779 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .7072 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 24.17 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.74 AVERAGE FLOW DEPTH(FEET) = 0.25 TRAVEL TIME(MIN.) = 1.88 Tc(MIN.) = 10.17 SUBAREA AREA(ACRES) = 7.06 SUBAREA RUNOFF(CFS) = 18.87 TOTAL AREA(ACRES) = 12.0 PEAK FLOW RATE(CFS) = 33.59 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.30 FLOW VELOCITY(FEET/SEC.) = 5.39 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 189.00 = 1107.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 189.00 TO NODE 190.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 115.00 DOWNSTREAM(FEET) = 105.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 667.00 CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.468 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6977 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 41.97 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 5.83 AVERAGE FLOW DEPTH(FEET) = 0.35 TRAVEL TIME(MIN.) = 1.91 Tc(MIN.) = 12.08 SUBAREA AREA(ACRES) = 6.92 SUBAREA RUNOFF(CFS) = 16.74 TOTAL AREA(ACRES) = 18.9 PEAK FLOW RATE(CFS) = 50.33 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.39 FLOW VELOCITY(FEET/SEC.) = 6.27 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 190.00 = 1774.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.468 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6977 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.24 SUBAREA RUNOFF(CFS) = 34.46 32 TOTAL AREA(ACRES) = TC(MIN.) = 12.08 33.1 TOTAL RUNOFF(CFS) = 84.79 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 186.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 95.00 DOWNSTREAM(FEET) = 78.40 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 37.88 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 84.79 PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 12.11 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 186.00 = 1844.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 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.) = 12.11 RAINFALL INTENSITY(INCH/HR) = 3.46 TOTAL STREAM AREA(ACRES) = 33.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 84.79 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.51 17.06 2.919 13.47 2 84.79 12.11 3.464 33.12 *********************************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) 1 105.73 12.11 3.464 2 100.97 17.06 2.919 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 105.73 Tc(MIN.) = 12.11 TOTAL AREA(ACRES) = 46.6 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 186.00 = 2691.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 191.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.40 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 522.00 MANNING'S N = 0.013 33 75.40 DEPTH OF FLOW IN 48.0 INCH PIPE IS 39.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.63 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 105.73 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 13.01 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 191.00 = 3213.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 191.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.342 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7968 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 48.1 TOTAL RUNOFF(CFS) = 109.75 TC(MIN.) = 13.01 **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 180.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.40 DOWNSTREAM(FEET) = 75.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 37.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.36 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 109.75 PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 13.11 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = 3273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 109.75 13.11 3.330 48.10 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 362.43 23.62 2.483 223.55 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 180.00 = 3273.00 FEET. 7130.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 310.85 13.11 3.330 2 444.26 23.62 2.483 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: 34 PEAK FLOW RATE(CFS) = TOTAL AREA(ACRES) = 444.26 Tc(MIN.) = 23.62 271.6 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 195.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.00 DOWNSTREAM(FEET) = 35.00 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 45.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 29.52 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 444.26 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 24.14 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 195.00 = 8060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.456 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4179 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 19.95 SUBAREA RUNOFF(CFS) = 20.47 TOTAL AREA(ACRES) = 291.6 TOTAL RUNOFF(CFS) = 464.73 TC(MIN.) = 24.14 **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.456 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7312 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.13 SUBAREA RUNOFF(CFS) = 7.42 TOTAL AREA(ACRES) = 295.7 TOTAL RUNOFF(CFS) = 472.14 TC(MIN.) = 24.14 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 295.7 TC(MIN.) = PEAK FLOW RATE(CFS) = 472.14 24.14 END OF RATIONAL METHOD ANALYSIS 35 Travertine Hydrology Study — September 2021 vi C.3 — 10 -YR EXISTING HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 *********************** * Travertine Project * Existing 100 -yr Storm * Subarea A *********************** Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 *** DESCRIPTION OF STUDY ************ Event ************** * * * *************************************************** FILE NAME: TRA-XOOA.DAT TIME/DATE OF STUDY: 11:14 10/16/2020 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) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 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 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 708.00 UPSTREAM ELEVATION(FEET) = 191.60 1 DOWNSTREAM ELEVATION(FEET) = 168.70 ELEVATION DIFFERENCE(FEET) = 22.90 TC = 0.533*[( 708.00**3)/( 22.90)]**.2 = 14.603 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.155 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4742 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 13.91 TOTAL AREA(ACRES) = 9.30 TOTAL RUNOFF(CFS) = 13.91 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 168.70 DOWNSTREAM(FEET) = 97.90 CHANNEL LENGTH THRU SUBAREA(FEET) = 2414.00 CHANNEL SLOPE = 0.0293 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.659 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4357 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 73.28 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.73 AVERAGE FLOW DEPTH(FEET) = 0.86 TRAVEL TIME(MIN.) = 5.98 Tc(MIN.) = 20.58 SUBAREA AREA(ACRES) = 101.20 SUBAREA RUNOFF(CFS) = 117.23 TOTAL AREA(ACRES) = 110.5 PEAK FLOW RATE(CFS) = 131.14 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.19 FLOW VELOCITY(FEET/SEC.) = 8.08 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 3122.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 110.5 TC(MIN.) = PEAK FLOW RATE(CFS) = 131.14 20.58 END OF RATIONAL METHOD ANALYSIS 2 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 *********************** * Travertine Project * Existing 100 -yr Storm * Subarea B *********************** Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 *** DESCRIPTION OF STUDY ************ Event ************** * * * *************************************************** FILE NAME: TRA-XOOB.DAT TIME/DATE OF STUDY: 11:11 10/16/2020 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) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 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 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 20.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 867.00 UPSTREAM ELEVATION(FEET) = 221.30 1 DOWNSTREAM ELEVATION(FEET) = 178.20 ELEVATION DIFFERENCE(FEET) = 43.10 TC = 0.533*[( 867.00**3)/( 43.10)]**.2 = 14.532 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.163 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4747 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 14.86 TOTAL AREA(ACRES) = 9.90 TOTAL RUNOFF(CFS) = 14.86 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 30.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 178.20 DOWNSTREAM(FEET) = 125.10 CHANNEL LENGTH THRU SUBAREA(FEET) = 1460.00 CHANNEL SLOPE = 0.0364 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.839 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4504 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 63.79 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 6.92 AVERAGE FLOW DEPTH(FEET) = 0.75 TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 18.05 SUBAREA AREA(ACRES) = 76.10 SUBAREA RUNOFF(CFS) = 97.30 TOTAL AREA(ACRES) = 86.0 PEAK FLOW RATE(CFS) = 112.16 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.03 FLOW VELOCITY(FEET/SEC.) = 8.27 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 30.00 = 2327.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 125.10 DOWNSTREAM(FEET) = 33.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 2789.00 CHANNEL SLOPE = 0.0328 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.494 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4213 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 146.61 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.68 AVERAGE FLOW DEPTH(FEET) = 1.23 TRAVEL TIME(MIN.) = 5.36 Tc(MIN.) = 23.41 SUBAREA AREA(ACRES) = 65.40 SUBAREA RUNOFF(CFS) = 68.72 TOTAL AREA(ACRES) = 151.4 PEAK FLOW RATE(CFS) = 180.88 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.38 FLOW VELOCITY(FEET/SEC.) = 9.24 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 40.00 = 5116.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 151.4 TC(MIN.) = PEAK FLOW RATE(CFS) = 180.88 23.41 END OF RATIONAL METHOD ANALYSIS 2 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, CA. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Existing 100 -yr Storm Event * * Subarea C * ************************************************************************** FILE NAME: TRA-X00C.DAT TIME/DATE OF STUDY: 10:57 10/16/2020 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) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH/HOUR) = 1.560 SLOPE OF INTENSITY DURATION CURVE = 0.4984 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 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 200.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 825.00 1 UPSTREAM ELEVATION(FEET) = 275.00 DOWNSTREAM ELEVATION(FEET) = 233.70 ELEVATION DIFFERENCE(FEET) = 41.30 TC = 0.533*[( 825.00**3)/( 41.30)]**.2 = 14.226 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.196 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4771 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 14.94 TOTAL AREA(ACRES) = 9.80 TOTAL RUNOFF(CFS) = 14.94 **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 300.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 233.70 DOWNSTREAM(FEET) = 136.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2183.00 CHANNEL SLOPE = 0.0448 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.796 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4470 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 89.74 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 8.30 AVERAGE FLOW DEPTH(FEET) = 0.86 TRAVEL TIME(MIN.) = 4.38 Tc(MIN.) = 18.61 SUBAREA AREA(ACRES) = 118.70 SUBAREA RUNOFF(CFS) = 148.35 TOTAL AREA(ACRES) = 128.5 PEAK FLOW RATE(CFS) = 163.29 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.20 FLOW VELOCITY(FEET/SEC.) = 9.98 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 300.00 = 3008.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 400.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 136.00 DOWNSTREAM(FEET) = 40.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 2784.00 CHANNEL SLOPE = 0.0345 CHANNEL BASE(FEET) = 10.00 "Z" FACTOR = 3.000 MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 3.50 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.504 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .4222 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 229.07 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 10.07 AVERAGE FLOW DEPTH(FEET) = 1.55 TRAVEL TIME(MIN.) = 4.61 Tc(MIN.) = 23.21 SUBAREA AREA(ACRES) = 124.10 SUBAREA RUNOFF(CFS) = 131.22 TOTAL AREA(ACRES) = 252.6 PEAK FLOW RATE(CFS) = 294.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.77 FLOW VELOCITY(FEET/SEC.) = 10.84 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 400.00 = 5792.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 252.6 TC(MIN.) = PEAK FLOW RATE(CFS) = 294.51 23.21 END OF RATIONAL METHOD ANALYSIS 2 Travertine Hydrology Study — September 2021 vii C.4 — 10 -YR PROPOSED HYDROLOGY **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, Ca. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Proposed 10 -yr Storm Event * * Subarea A * ************************************************************************** FILE NAME: TRA-P10A.DAT TIME/DATE OF STUDY: 11:34 10/13/2020 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) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.774 SLOPE OF INTENSITY DURATION CURVE = 0.4981 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 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.40 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 788.00 1 UPSTREAM ELEVATION(FEET) = 218.50 DOWNSTREAM ELEVATION(FEET) = 206.50 ELEVATION DIFFERENCE(FEET) = 12.00 TC = 0.303*[( 788.00**3)/( 12.00)]**.2 = 10.085 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.881 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8459 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 1.59 TOTAL RUNOFF(CFS) = 2.53 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 2.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.881 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8459 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.64 SUBAREA RUNOFF(CFS) = 1.02 TOTAL AREA(ACRES) = 2.2 TOTAL RUNOFF(CFS) = 3.55 TC(MIN.) = 10.08 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 196.50 DOWNSTREAM(FEET) = 182.00 FLOW LENGTH(FEET) = 690.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.90 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.55 PIPE TRAVEL TIME(MIN.) = 1.67 Tc(MIN.) = 11.75 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 3.00 = 1478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 3.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.743 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3428 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.42 SUBAREA RUNOFF(CFS) = 1.45 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 4.99 TC(MIN.) = 11.75 **************************************************************************** FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 182.00 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 1103.00 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.) = 10.68 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.99 PIPE TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 13.47 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2581.00 FEET. 2 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.47 RAINFALL INTENSITY(INCH/HR) = 1.63 TOTAL STREAM AREA(ACRES) = 4.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.99 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 615.00 UPSTREAM ELEVATION(FEET) = 208.00 DOWNSTREAM ELEVATION(FEET) = 170.00 ELEVATION DIFFERENCE(FEET) = 38.00 TC = 0.359*[( 615.00**3)/( 38.00)]**.2 = 8.179 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.088 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7186 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 7.38 TOTAL AREA(ACRES) = 4.92 TOTAL RUNOFF(CFS) 7.38 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 7.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 160.00 DOWNSTREAM(FEET) = 148.70 FLOW LENGTH(FEET) = 240.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.38 PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 8.53 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 7.00 = 855.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 7.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.044 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7170 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.53 SUBAREA RUNOFF(CFS) = 9.57 TOTAL AREA(ACRES) = 11.5 TOTAL RUNOFF(CFS) = 16.95 TC(MIN.) = 8.53 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 3 ELEVATION DATA: UPSTREAM(FEET) = 148.70 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 375.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.29 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.95 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 8.92 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 8.00 = 1230.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.000 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8472 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.16 SUBAREA RUNOFF(CFS) = 1.97 TOTAL AREA(ACRES) = 12.6 TOTAL RUNOFF(CFS) = 18.92 TC(MIN.) = 8.92 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 4.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 126.80 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.74 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.92 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 8.96 LONGEST FLOWPATH FROM NODE 5.00 TO NODE 4.00 = 1280.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.995 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7680 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.59 SUBAREA RUNOFF(CFS) = 5.50 TOTAL AREA(ACRES) = 16.2 TOTAL RUNOFF(CFS) = 24.42 TC(MIN.) = 8.96 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 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.) = 8.96 RAINFALL INTENSITY(INCH/HR) = 1.99 TOTAL STREAM AREA(ACRES) = 16.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 24.42 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA 4 NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 4.99 13.47 1.628 4.65 2 24.42 8.96 1.995 16.20 *********************************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 27.74 8.96 1.995 2 24.92 13.47 1.628 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 27.74 Tc(MIN.) = 8.96 TOTAL AREA(ACRES) = 20.9 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 4.00 = 2581.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 122.00 DOWNSTREAM(FEET) = 118.00 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.89 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 27.74 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 9.15 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 9.15 RAINFALL INTENSITY(INCH/HR) = 1.97 TOTAL STREAM AREA(ACRES) = 20.85 PEAK FLOW RATE(CFS) AT CONFLUENCE = 27.74 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 725.00 UPSTREAM ELEVATION(FEET) = 215.00 DOWNSTREAM ELEVATION(FEET) = 163.00 ELEVATION DIFFERENCE(FEET) = 52.00 TC = 0.533*[( 725.00**3)/( 52.00)]**.2 = 12.572 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.685 5 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3357 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 5.24 TOTAL AREA(ACRES) = 9.27 TOTAL RUNOFF(CFS) = 5.24 **************************************************************************** FLOW PROCESS FROM NODE 11.00 TO NODE 12.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 163.00 DOWNSTREAM(FEET) = 140.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 990.00 CHANNEL SLOPE = 0.0232 CHANNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 3.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.555 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3190 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.35 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 7.51 AVERAGE FLOW DEPTH(FEET) = 0.99 TRAVEL TIME(MIN.) = 2.20 Tc(MIN.) = 14.77 SUBAREA AREA(ACRES) = 8.47 SUBAREA RUNOFF(CFS) = 4.20 TOTAL AREA(ACRES) = 17.7 PEAK FLOW RATE(CFS) = 9.45 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 1.09 FLOW VELOCITY(FEET/SEC.) = 7.98 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 1715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 12.00 TO NODE 9.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 118.00 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 5.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.06 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.45 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 14.81 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 9.00 = 1770.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 9.00 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.) = 14.81 RAINFALL INTENSITY(INCH/HR) = 1.55 TOTAL STREAM AREA(ACRES) = 17.74 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.45 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 27.74 9.15 1.975 20.85 2 9.45 14.81 1.553 17.74 *********************************WARNING********************************** 6 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 33.57 9.15 1.975 2 31.26 14.81 1.553 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 33.57 Tc(MIN.) = 9.15 TOTAL AREA(ACRES) = 38.6 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 9.00 = 2724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 9.00 TO NODE 13.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 118.00 DOWNSTREAM(FEET) = 106.00 FLOW LENGTH(FEET) = 245.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 16.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.20 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.57 PIPE TRAVEL TIME(MIN.) = 0.25 Tc(MIN.) = 9.40 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 13.00 = 2969.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.948 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8467 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.82 SUBAREA RUNOFF(CFS) = 9.60 TOTAL AREA(ACRES) = 44.4 TOTAL RUNOFF(CFS) = 43.17 TC(MIN.) = 9.40 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.948 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3667 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.53 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 48.9 TOTAL RUNOFF(CFS) = 46.40 TC(MIN.) = 9.40 **************************************************************************** FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 106.00 DOWNSTREAM(FEET) = 96.00 7 FLOW LENGTH(FEET) = 628.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.66 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.40 PIPE TRAVEL TIME(MIN.) = 0.90 Tc(MIN.) = 10.30 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 14.00 = 3597.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.861 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6284 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 29.14 SUBAREA RUNOFF(CFS) = 34.09 TOTAL AREA(ACRES) = 78.1 TOTAL RUNOFF(CFS) = 80.49 TC(MIN.) = 10.30 **************************************************************************** FLOW PROCESS FROM NODE 14.00 TO NODE 15.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 96.00 DOWNSTREAM(FEET) = 88.00 FLOW LENGTH(FEET) = 225.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.29 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 80.49 PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 10.50 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 15.00 = 3822.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.843 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .7092 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 9.84 SUBAREA RUNOFF(CFS) = 12.86 TOTAL AREA(ACRES) = 87.9 TOTAL RUNOFF(CFS) = 93.35 TC(MIN.) = 10.50 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.843 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8455 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.88 SUBAREA RUNOFF(CFS) = 2.93 TOTAL AREA(ACRES) = 89.8 TOTAL RUNOFF(CFS) = 96.28 TC(MIN.) = 10.50 **************************************************************************** FLOW PROCESS FROM NODE 15.00 TO NODE 20.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 8 ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 70.00 FLOW LENGTH(FEET) = 2370.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 34.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.57 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 96.28 PIPE TRAVEL TIME(MIN.) = 3.74 Tc(MIN.) = 14.24 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 20.00 = 6192.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 20.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.584 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6114 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 22.07 SUBAREA RUNOFF(CFS) = 21.37 TOTAL AREA(ACRES) = 111.9 TOTAL RUNOFF(CFS) = 117.65 TC(MIN.) = 14.24 **************************************************************************** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 70.00 DOWNSTREAM(FEET) = 65.00 FLOW LENGTH(FEET) = 521.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.27 ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 117.65 PIPE TRAVEL TIME(MIN.) = 0.71 Tc(MIN.) = 14.95 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 21.00 = 6713.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 22.00 TO NODE 23.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS MOBILE HOME PARK TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1009.00 UPSTREAM ELEVATION(FEET) = 140.00 DOWNSTREAM ELEVATION(FEET) = 102.60 ELEVATION DIFFERENCE(FEET) = 37.40 TC = 0.336*[( 1009.00**3)/( 37.40)]**.2 = 10.327 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.859 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7641 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.22 TOTAL AREA(ACRES) = 2.27 TOTAL RUNOFF(CFS) = 3.22 **************************************************************************** FLOW PROCESS FROM NODE 23.00 TO NODE 24.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 9 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 92.60 DOWNSTREAM(FEET) = 92.00 FLOW LENGTH(FEET) = 65.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 4.98 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 3.22 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 10.54 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 24.00 = 1074.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 24.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.839 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7636 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.63 SUBAREA RUNOFF(CFS) = 0.88 TOTAL AREA(ACRES) = 2.9 TOTAL RUNOFF(CFS) = 4.11 TC(MIN.) = 10.54 **************************************************************************** FLOW PROCESS FROM NODE 24.00 TO NODE 25.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 92.00 DOWNSTREAM(FEET) = 71.50 FLOW LENGTH(FEET) = 660.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.27 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.11 PIPE TRAVEL TIME(MIN.) = 1.33 Tc(MIN.) = 11.87 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 25.00 = 1734.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.734 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8442 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.25 SUBAREA RUNOFF(CFS) = 1.83 TOTAL AREA(ACRES) = 4.2 TOTAL RUNOFF(CFS) = 5.94 TC(MIN.) = 11.87 **************************************************************************** FLOW PROCESS FROM NODE 25.00 TO NODE 25.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.734 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8442 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.29 SUBAREA RUNOFF(CFS) = 4.82 TOTAL AREA(ACRES) = 7.4 TOTAL RUNOFF(CFS) = 10.75 TC(MIN.) = 11.87 **************************************************************************** 10 FLOW PROCESS FROM NODE 25.00 TO NODE 26.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 71.50 DOWNSTREAM(FEET) = 71.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 6.94 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.75 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 11.99 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 26.00 = 1784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 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.) = 11.99 RAINFALL INTENSITY(INCH/HR) = 1.73 TOTAL STREAM AREA(ACRES) = 7.44 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.75 **************************************************************************** FLOW PROCESS FROM NODE 27.00 TO NODE 28.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 545.00 UPSTREAM ELEVATION(FEET) = 139.50 DOWNSTREAM ELEVATION(FEET) = 100.00 ELEVATION DIFFERENCE(FEET) = 39.50 TC = 0.393*[( 545.00**3)/( 39.50)]**.2 = 8.250 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.079 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6404 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 13.27 TOTAL AREA(ACRES) = 9.97 TOTAL RUNOFF(CFS) = 13.27 **************************************************************************** FLOW PROCESS FROM NODE 28.00 TO NODE 29.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 85.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 772.00 CHANNEL SLOPE = 0.0194 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.801 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6249 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 19.18 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.67 AVERAGE FLOW DEPTH(FEET) = 0.20 TRAVEL TIME(MIN.) = 2.75 Tc(MIN.) = 11.00 SUBAREA AREA(ACRES) = 10.47 SUBAREA RUNOFF(CFS) = 11.78 TOTAL AREA(ACRES) = 20.4 PEAK FLOW RATE(CFS) = 25.05 11 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 5.24 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 29.00 = 1317.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.801 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3497 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.76 SUBAREA RUNOFF(CFS) = 1.74 TOTAL AREA(ACRES) = 23.2 TOTAL RUNOFF(CFS) = 26.79 TC(MIN.) = 11.00 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 29.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.801 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6249 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 15.14 SUBAREA RUNOFF(CFS) = 17.04 TOTAL AREA(ACRES) = 38.3 TOTAL RUNOFF(CFS) = 43.83 TC(MIN.) = 11.00 **************************************************************************** FLOW PROCESS FROM NODE 29.00 TO NODE 26.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.00 DOWNSTREAM(FEET) = 71.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 14.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.50 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.83 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 11.04 LONGEST FLOWPATH FROM NODE 27.00 TO NODE 26.00 = 1367.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 26.00 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.) = 11.04 RAINFALL INTENSITY(INCH/HR) = 1.80 TOTAL STREAM AREA(ACRES) = 38.34 PEAK FLOW RATE(CFS) AT CONFLUENCE = 43.83 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 10.75 11.99 1.725 7.44 2 43.83 11.04 1.798 38.34 *********************************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 12 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 53.73 11.04 1.798 2 52.81 11.99 1.725 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 53.73 Tc(MIN.) = 11.04 TOTAL AREA(ACRES) = 45.8 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 26.00 = 1784.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 26.00 TO NODE 21.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 71.00 DOWNSTREAM(FEET) = 65.00 FLOW LENGTH(FEET) = 892.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 26.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.87 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.73 PIPE TRAVEL TIME(MIN.) = 1.68 Tc(MIN.) = 12.72 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 21.00 = 2676.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 53.73 12.72 1.675 45.78 LONGEST FLOWPATH FROM NODE 22.00 TO NODE 21.00 = ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 117.65 14.95 1.546 111.87 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 21.00 = 2676.00 FEET. 6713.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 153.87 12.72 1.675 2 167.24 14.95 1.546 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 167.24 Tc(MIN.) = 14.95 TOTAL AREA(ACRES) = 157.6 13 **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 21.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 21.00 TO NODE 30.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 65.00 DOWNSTREAM(FEET) = 36.00 FLOW LENGTH(FEET) = 1108.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 45.0 INCH PIPE IS 32.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.47 ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 167.24 PIPE TRAVEL TIME(MIN.) = 0.95 Tc(MIN.) = 15.89 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 30.00 = 7821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 15.89 RAINFALL INTENSITY(INCH/HR) = 1.50 TOTAL STREAM AREA(ACRES) = 157.65 PEAK FLOW RATE(CFS) AT CONFLUENCE = 167.24 **************************************************************************** FLOW PROCESS FROM NODE 31.00 TO NODE 32.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 435.00 UPSTREAM ELEVATION(FEET) = 120.50 DOWNSTREAM ELEVATION(FEET) = 88.00 ELEVATION DIFFERENCE(FEET) = 32.50 TC = 0.393*[( 435.00**3)/( 32.50)]**.2 = 7.493 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.181 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6457 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.76 TOTAL AREA(ACRES) = 4.80 TOTAL RUNOFF(CFS) = 6.76 **************************************************************************** FLOW PROCESS FROM NODE 32.00 TO NODE 33.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 88.00 DOWNSTREAM(FEET) = 82.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 503.00 CHANNEL SLOPE = 0.0119 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.904 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6309 14 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 13.69 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.58 AVERAGE FLOW DEPTH(FEET) = 0.19 TRAVEL TIME(MIN.) = 2.34 Tc(MIN.) = 9.84 SUBAREA AREA(ACRES) = 11.52 SUBAREA RUNOFF(CFS) = 13.84 TOTAL AREA(ACRES) = 16.3 PEAK FLOW RATE(CFS) = 20.60 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.24 FLOW VELOCITY(FEET/SEC.) = 4.17 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 33.00 = 938.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 33.00 TO NODE 34.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 82.00 DOWNSTREAM(FEET) = 75.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 579.00 CHANNEL SLOPE = 0.0112 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.724 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6202 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 26.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.44 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 2.17 Tc(MIN.) = 12.01 SUBAREA AREA(ACRES) = 10.52 SUBAREA RUNOFF(CFS) = 11.25 TOTAL AREA(ACRES) = 26.8 PEAK FLOW RATE(CFS) = 31.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.32 FLOW VELOCITY(FEET/SEC.) = 4.77 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 34.00 = 1517.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.724 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6202 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 10.38 SUBAREA RUNOFF(CFS) = 11.10 TOTAL AREA(ACRES) = 37.2 TOTAL RUNOFF(CFS) = 42.95 TC(MIN.) = 12.01 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 34.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.724 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6202 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.03 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 40.2 TOTAL RUNOFF(CFS) = 46.19 TC(MIN.) = 12.01 **************************************************************************** FLOW PROCESS FROM NODE 34.00 TO NODE 35.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 15 ELEVATION DATA: UPSTREAM(FEET) = 75.50 DOWNSTREAM(FEET) = 52.00 FLOW LENGTH(FEET) = 410.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.95 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.19 PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 12.37 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 35.00 = 1927.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 35.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.699 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8437 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.81 SUBAREA RUNOFF(CFS) = 1.16 TOTAL AREA(ACRES) = 41.1 TOTAL RUNOFF(CFS) = 47.35 TC(MIN.) = 12.37 **************************************************************************** FLOW PROCESS FROM NODE 35.00 TO NODE 30.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 52.00 DOWNSTREAM(FEET) = 36.00 FLOW LENGTH(FEET) = 964.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.90 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.35 PIPE TRAVEL TIME(MIN.) = 1.35 Tc(MIN.) = 13.72 LONGEST FLOWPATH FROM NODE 31.00 TO NODE 30.00 = 2891.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.613 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6133 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.86 SUBAREA RUNOFF(CFS) = 14.70 TOTAL AREA(ACRES) = 55.9 TOTAL RUNOFF(CFS) = 62.05 TC(MIN.) = 13.72 **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 30.00 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.) = 13.72 RAINFALL INTENSITY(INCH/HR) = 1.61 TOTAL STREAM AREA(ACRES) = 55.92 PEAK FLOW RATE(CFS) AT CONFLUENCE = 62.05 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 16 1 167.24 15.89 1.499 157.65 2 62.05 13.72 1.613 55.92 *********************************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) 1 206.42 13.72 1.613 2 224.91 15.89 1.499 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 224.91 Tc(MIN.) = 15.89 TOTAL AREA(ACRES) = 213.6 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 30.00 = 7821.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 30.00 TO NODE 40.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 36.00 DOWNSTREAM(FEET) = 26.00 FLOW LENGTH(FEET) = 942.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 57.0 INCH PIPE IS 46.0 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.67 ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 224.91 PIPE TRAVEL TIME(MIN.) = 1.07 Tc(MIN.) = 16.96 LONGEST FLOWPATH FROM NODE 1.00 TO NODE 40.00 = 8763.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 40.00 TO NODE 40.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.452 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3049 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.69 SUBAREA RUNOFF(CFS) = 2.96 TOTAL AREA(ACRES) = 220.3 TOTAL RUNOFF(CFS) = 227.87 TC(MIN.) = 16.96 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 220.3 TC(MIN.) = PEAK FLOW RATE(CFS) = 227.87 16.96 END OF RATIONAL METHOD ANALYSIS 17 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982-2015 Advanced Engineering Software (aes) (Rational Tabling Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: Proactive Engineering Consultants 27042 Towne Centre Drive Foothill Ranch, Ca. 92610 ************************** DESCRIPTION OF STUDY ************************** * Travertine Project * * Proposed 10 -yr Storm Event * * Subarea B * ************************************************************************** FILE NAME: TRA-P10B.DAT TIME/DATE OF STUDY: 11:36 10/13/2020 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) = 1.870 10 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 0.766 100 -YEAR STORM 10 -MINUTE INTENSITY(INCH/HOUR) = 3.810 100 -YEAR STORM 60 -MINUTE INTENSITY(INCH/HOUR) = 1.560 SLOPE OF 10 -YEAR INTENSITY -DURATION CURVE = 0.4981200 SLOPE OF 100 -YEAR INTENSITY -DURATION CURVE = 0.4983611 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH/HOUR) = 0.774 SLOPE OF INTENSITY DURATION CURVE = 0.4981 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 20.0 10.0 0.020/0.020/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.40 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 750.00 1 UPSTREAM ELEVATION(FEET) = 245.00 DOWNSTREAM ELEVATION(FEET) = 237.50 ELEVATION DIFFERENCE(FEET) = 7.50 TC = 0.393*[( 750.00**3)/( 7.50)]**.2 = 13.931 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.601 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6125 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 5.20 TOTAL AREA(ACRES) = 5.30 TOTAL RUNOFF(CFS) = 5.20 **************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 237.50 DOWNSTREAM(FEET) = 231.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 630.00 CHANNEL SLOPE = 0.0103 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.407 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5993 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.84 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 2.55 AVERAGE FLOW DEPTH(FEET) = 0.13 TRAVEL TIME(MIN.) = 4.12 Tc(MIN.) = 18.06 SUBAREA AREA(ACRES) = 3.88 SUBAREA RUNOFF(CFS) = 3.27 TOTAL AREA(ACRES) = 9.2 PEAK FLOW RATE(CFS) = 8.47 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.15 FLOW VELOCITY(FEET/SEC.) = 2.79 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 1380.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 105.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 221.00 DOWNSTREAM(FEET) = 162.00 FLOW LENGTH(FEET) = 720.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 6.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 14.35 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.47 PIPE TRAVEL TIME(MIN.) = 0.84 Tc(MIN.) = 18.89 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2100.00 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.) = 18.89 RAINFALL INTENSITY(INCH/HR) = 1.38 TOTAL STREAM AREA(ACRES) = 9.18 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.47 **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 21 2 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 547.00 UPSTREAM ELEVATION(FEET) = 232.00 DOWNSTREAM ELEVATION(FEET) = 208.00 ELEVATION DIFFERENCE(FEET) = 24.00 TC = 0.937*[( 547.00**3)/( 24.00)]**.2 = 21.811 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.281 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2802 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.32 TOTAL AREA(ACRES) = 3.69 TOTAL RUNOFF(CFS) 1.32 **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 208.00 DOWNSTREAM ELEVATION(FEET) = 172.00 STREET LENGTH(FEET) = 672.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.22 HALFSTREET FLOOD WIDTH(FEET) = 2.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.46 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.97 STREET FLOW TRAVEL TIME(MIN.) = 2.51 Tc(MIN.) = 24.32 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.213 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5849 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.22 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 6.9 PEAK FLOW RATE(CFS) = 2.47 2.28 3.61 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.78 FLOW VELOCITY(FEET/SEC.) = 4.32 DEPTH*VELOCITY(FT*FT/SEC.) = 1.10 LONGEST FLOWPATH FROM NODE 103.00 TO NODE 105.00 = 1219.00 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.) = 24.32 RAINFALL INTENSITY(INCH/HR) = 1.21 TOTAL STREAM AREA(ACRES) = 6.91 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.61 3 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 8.47 18.89 1.376 9.18 2 3.61 24.32 1.213 6.91 *********************************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 11.27 18.89 1.376 2 11.08 24.32 1.213 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 11.27 Tc(MIN.) = TOTAL AREA(ACRES) = 16.1 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 18.89 105.00 = 2100.00 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) = 162.00 DOWNSTREAM(FEET) = 159.00 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 8.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.33 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.27 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 18.96 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2155.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.373 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .6878 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.93 SUBAREA RUNOFF(CFS) = 14.10 TOTAL AREA(ACRES) = 31.0 TOTAL RUNOFF(CFS) = 25.38 TC(MIN.) = 18.96 **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 159.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 760.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.12 4 134.30 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.38 PIPE TRAVEL TIME(MIN.) = 0.97 Tc(MIN.) = 19.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 2915.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.340 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7472 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.79 SUBAREA RUNOFF(CFS) = 3.79 TOTAL AREA(ACRES) = 34.8 TOTAL RUNOFF(CFS) = 29.17 TC(MIN.) = 19.93 **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 134.30 DOWNSTREAM(FEET) = 130.00 FLOW LENGTH(FEET) = 213.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.33 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.17 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 20.24 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 3128.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH FAIR COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 378.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 278.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.709*[( 378.00**3)/( 2.00)]**.2 = 21.736 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.283 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2805 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.01 TOTAL AREA(ACRES) = 2.82 TOTAL RUNOFF(CFS) 1.01 **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 271.00 DOWNSTREAM(FEET) = 268.00 FLOW LENGTH(FEET) = 80.00 MANNING'S N = 0.013 5 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 2.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.89 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.01 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 21.96 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 113.00 = 458.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.276 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2795 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.54 SUBAREA RUNOFF(CFS) = 0.55 TOTAL AREA(ACRES) = 4.4 TOTAL RUNOFF(CFS) = 1.56 TC(MIN.) = 21.96 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 268.00 DOWNSTREAM(FEET) = 231.70 FLOW LENGTH(FEET) = 710.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.47 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 1.56 PIPE TRAVEL TIME(MIN.) = 1.58 Tc(MIN.) = 23.55 LONGEST FLOWPATH FROM NODE 111.00 TO NODE 115.00 = 1168.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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.) = 23.55 RAINFALL INTENSITY(INCH/HR) = 1.23 TOTAL STREAM AREA(ACRES) = 4.36 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.56 **************************************************************************** FLOW PROCESS FROM NODE 116.00 TO NODE 113.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS CONDOMINIUM TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 618.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 278.00 ELEVATION DIFFERENCE(FEET) = 2.00 TC = 0.359*[( 618.00**3)/( 2.00)]**.2 = 14.782 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.555 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .6966 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.19 6 TOTAL AREA(ACRES) = 1.10 TOTAL RUNOFF(CFS) = 1.19 **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 115.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 278.00 DOWNSTREAM ELEVATION(FEET) = 243.00 STREET LENGTH(FEET) = 685.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 3.97 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.22 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.00 STREET FLOW TRAVEL TIME(MIN.) = 2.71 Tc(MIN.) = 17.49 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.430 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6009 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.04 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 5.1 PEAK FLOW RATE(CFS) = 2.93 3.47 4.66 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.28 HALFSTREET FLOOD WIDTH(FEET) = 5.84 FLOW VELOCITY(FEET/SEC.) = 4.39 DEPTH*VELOCITY(FT*FT/SEC.) = 1.21 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 1303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 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.) = 17.49 RAINFALL INTENSITY(INCH/HR) = 1.43 TOTAL STREAM AREA(ACRES) = 5.14 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.66 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 1.56 23.55 1.233 4.36 2 4.66 17.49 1.430 5.14 *********************************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 7 CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 5.82 17.49 1.430 2 5.58 23.55 1.233 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 5.82 Tc(MIN.) = 17.49 TOTAL AREA(ACRES) = 9.5 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 115.00 = 1303.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 117.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 231.70 DOWNSTREAM(FEET) = 224.30 FLOW LENGTH(FEET) = 136.00 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.) = 11.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.82 PIPE TRAVEL TIME(MIN.) = 0.20 Tc(MIN.) = 17.69 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 117.00 = 1439.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 117.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.421 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6003 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 6.39 SUBAREA RUNOFF(CFS) = 5.45 TOTAL AREA(ACRES) = 15.9 TOTAL RUNOFF(CFS) = 11.28 TC(MIN.) = 17.69 **************************************************************************** FLOW PROCESS FROM NODE 117.00 TO NODE 118.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 224.30 DOWNSTREAM(FEET) = 214.40 FLOW LENGTH(FEET) = 188.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 8.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 13.16 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.28 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 17.93 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 118.00 = 1627.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 118.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.412 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5997 SOIL CLASSIFICATION IS "A" 8 SUBAREA AREA(ACRES) = 11.75 SUBAREA RUNOFF(CFS) = 9.95 TOTAL AREA(ACRES) = 27.6 TOTAL RUNOFF(CFS) = 21.23 TC(MIN.) = 17.93 **************************************************************************** FLOW PROCESS FROM NODE 118.00 TO NODE 119.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 214.40 DOWNSTREAM(FEET) = 204.00 FLOW LENGTH(FEET) = 198.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.23 PIPE TRAVEL TIME(MIN.) = 0.22 Tc(MIN.) = 18.15 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 119.00 = 1825.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 119.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.404 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2981 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 0.46 SUBAREA RUNOFF(CFS) = 0.19 TOTAL AREA(ACRES) = 28.1 TOTAL RUNOFF(CFS) = 21.42 TC(MIN.) = 18.15 **************************************************************************** FLOW PROCESS FROM NODE 119.00 TO NODE 120.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 204.00 DOWNSTREAM(FEET) = 195.50 FLOW LENGTH(FEET) = 162.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 13.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 15.04 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.42 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 18.33 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 120.00 = 1987.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.397 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5986 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.32 SUBAREA RUNOFF(CFS) = 3.61 TOTAL AREA(ACRES) = 32.4 TOTAL RUNOFF(CFS) = 25.03 TC(MIN.) = 18.33 **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 195.50 DOWNSTREAM(FEET) = 177.00 9 FLOW LENGTH(FEET) = 331.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.35 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.03 PIPE TRAVEL TIME(MIN.) = 0.34 Tc(MIN.) = 18.67 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 121.00 = 2318.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.384 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5977 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.76 SUBAREA RUNOFF(CFS) = 3.11 TOTAL AREA(ACRES) = 36.2 TOTAL RUNOFF(CFS) = 28.14 TC(MIN.) = 18.67 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 121.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.384 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2954 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 7.29 SUBAREA RUNOFF(CFS) = 2.98 TOTAL AREA(ACRES) = 43.5 TOTAL RUNOFF(CFS) = 31.12 TC(MIN.) = 18.67 **************************************************************************** FLOW PROCESS FROM NODE 121.00 TO NODE 122.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 177.00 DOWNSTREAM(FEET) = 139.00 FLOW LENGTH(FEET) = 470.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 19.80 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 31.12 PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 19.06 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 122.00 = 2788.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 122.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.370 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5966 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 11.78 SUBAREA RUNOFF(CFS) = 9.63 TOTAL AREA(ACRES) = 55.2 TOTAL RUNOFF(CFS) = 40.75 TC(MIN.) = 19.06 **************************************************************************** FLOW PROCESS FROM NODE 122.00 TO NODE 110.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 10 ELEVATION DATA: UPSTREAM(FEET) = 139.00 DOWNSTREAM(FEET) = 130.00 FLOW LENGTH(FEET) = 409.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.76 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.75 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 19.60 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 110.00 = 3197.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.351 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .6867 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.78 SUBAREA RUNOFF(CFS) = 3.51 TOTAL AREA(ACRES) = 59.0 TOTAL RUNOFF(CFS) = 44.25 TC(MIN.) = 19.60 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 44.25 19.60 1.351 59.03 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 110.00 = ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 29.17 20.24 1.329 34.81 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 3197.00 FEET. 3128.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 72.50 19.60 1.351 2 72.72 20.24 1.329 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 72.50 Tc(MIN.) = 19.60 TOTAL AREA(ACRES) = 93.8 **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 1 ««< **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 130.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< 11 »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 120.00 FLOW LENGTH(FEET) = 990.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.03 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 72.50 PIPE TRAVEL TIME(MIN.) = 1.50 Tc(MIN.) = 21.09 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 130.00 = 4187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 21.09 RAINFALL INTENSITY(INCH/HR) = 1.30 TOTAL STREAM AREA(ACRES) = 93.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 72.50 **************************************************************************** FLOW PROCESS FROM NODE 131.00 TO NODE 132.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 564.00 UPSTREAM ELEVATION(FEET) = 210.00 DOWNSTREAM ELEVATION(FEET) = 195.00 ELEVATION DIFFERENCE(FEET) = 15.00 TC = 0.937*[( 564.00**3)/( 15.00)]**.2 = 24.405 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.211 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2695 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.86 TOTAL AREA(ACRES) = 2.62 TOTAL RUNOFF(CFS) 0.86 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 132.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.211 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2695 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.27 SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 4.9 TOTAL RUNOFF(CFS) = 1.60 TC(MIN.) = 24.40 **************************************************************************** FLOW PROCESS FROM NODE 132.00 TO NODE 133.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 195.00 DOWNSTREAM(FEET) = 168.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 830.00 CHANNEL SLOPE = 0.0319 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.119 12 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2548 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.16 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.30 AVERAGE FLOW DEPTH(FEET) = 0.08 TRAVEL TIME(MIN.) = 4.20 Tc(MIN.) = 28.60 SUBAREA AREA(ACRES) = 3.94 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 8.8 PEAK FLOW RATE(CFS) = END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.09 FLOW VELOCITY(FEET/SEC.) = 3.56 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 133.00 = 1.12 2.72 1394.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 133.00 TO NODE 134.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 158.50 DOWNSTREAM(FEET) = 130.00 FLOW LENGTH(FEET) = 321.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 3.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 10.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.72 PIPE TRAVEL TIME(MIN.) = 0.50 Tc(MIN.) = 29.10 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 134.00 = 1715.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 134.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.109 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5766 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 8.72 SUBAREA RUNOFF(CFS) = 5.58 TOTAL AREA(ACRES) = 17.5 TOTAL RUNOFF(CFS) = 8.30 TC(MIN.) = 29.10 **************************************************************************** FLOW PROCESS FROM NODE 134.00 TO NODE 130.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.00 DOWNSTREAM(FEET) = 120.00 FLOW LENGTH(FEET) = 264.00 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.) = 10.76 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.30 PIPE TRAVEL TIME(MIN.) = 0.41 Tc(MIN.) = 29.51 LONGEST FLOWPATH FROM NODE 131.00 TO NODE 130.00 = 1979.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.102 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2520 SOIL CLASSIFICATION IS "A" 13 SUBAREA AREA(ACRES) = 3.48 SUBAREA RUNOFF(CFS) = 0.97 TOTAL AREA(ACRES) = 21.0 TOTAL RUNOFF(CFS) = 9.26 TC(MIN.) = 29.51 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.102 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7380 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.51 SUBAREA RUNOFF(CFS) = 2.85 TOTAL AREA(ACRES) = 24.5 TOTAL RUNOFF(CFS) = 12.12 TC(MIN.) = 29.51 **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 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.) = 29.51 RAINFALL INTENSITY(INCH/HR) = 1.10 TOTAL STREAM AREA(ACRES) = 24.54 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.12 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 72.50 21.09 1.302 93.84 2 12.12 29.51 1.102 24.54 *********************************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 81.16 21.09 1.302 2 73.45 29.51 1.102 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 81.16 Tc(MIN.) = 21.09 TOTAL AREA(ACRES) = 118.4 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 130.00 = 4187.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 135.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 120.00 DOWNSTREAM(FEET) = FLOW LENGTH(FEET) = 635.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.32 14 112.00 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 81.16 PIPE TRAVEL TIME(MIN.) = 0.86 Tc(MIN.) = 21.95 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 135.00 = 4822.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 135.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.277 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7449 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.72 SUBAREA RUNOFF(CFS) = 2.59 TOTAL AREA(ACRES) = 121.1 TOTAL RUNOFF(CFS) = 83.74 TC(MIN.) = 21.95 **************************************************************************** FLOW PROCESS FROM NODE 135.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 112.00 DOWNSTREAM(FEET) = 110.00 FLOW LENGTH(FEET) = 210.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 11.21 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 83.74 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 22.26 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 140.00 = 5032.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 141.00 TO NODE 142.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 406.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 275.50 ELEVATION DIFFERENCE(FEET) = 4.50 TC = 0.393*[( 406.00**3)/( 4.50)]**.2 = 10.676 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.828 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6265 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 1.50 TOTAL AREA(ACRES) = 1.31 TOTAL RUNOFF(CFS) = 1.50 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 142.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.828 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6265 SOIL CLASSIFICATION IS "A" 15 SUBAREA AREA(ACRES) = 1.02 SUBAREA RUNOFF(CFS) = 1.17 TOTAL AREA(ACRES) = 2.3 TOTAL RUNOFF(CFS) = 2.67 TC(MIN.) = 10.68 **************************************************************************** FLOW PROCESS FROM NODE 142.00 TO NODE 143.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 265.50 DOWNSTREAM(FEET) = 254.40 FLOW LENGTH(FEET) = 202.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 4.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.97 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.67 PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 11.05 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 143.00 = 608.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.797 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6246 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.37 SUBAREA RUNOFF(CFS) = 2.66 TOTAL AREA(ACRES) = 4.7 TOTAL RUNOFF(CFS) = 5.33 TC(MIN.) = 11.05 **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 143.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.797 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6246 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.53 SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 7.2 TOTAL RUNOFF(CFS) = 8.17 TC(MIN.) = 11.05 **************************************************************************** FLOW PROCESS FROM NODE 143.00 TO NODE 145.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 254.40 DOWNSTREAM(FEET) = 227.50 FLOW LENGTH(FEET) = 416.00 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.) = 13.03 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 8.17 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 11.58 LONGEST FLOWPATH FROM NODE 141.00 TO NODE 145.00 = 1024.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 16 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.755 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6221 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.09 SUBAREA RUNOFF(CFS) = 5.56 TOTAL AREA(ACRES) = 12.3 TOTAL RUNOFF(CFS) = 13.73 TC(MIN.) = 11.58 **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 11.58 RAINFALL INTENSITY(INCH/HR) = 1.76 TOTAL STREAM AREA(ACRES) = 12.32 PEAK FLOW RATE(CFS) AT CONFLUENCE = 13.73 **************************************************************************** FLOW PROCESS FROM NODE 146.00 TO NODE 147.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 552.00 UPSTREAM ELEVATION(FEET) = 280.00 DOWNSTREAM ELEVATION(FEET) = 260.00 ELEVATION DIFFERENCE(FEET) = 20.00 TC = 0.937*[( 552.00**3)/( 20.00)]**.2 = 22.745 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.254 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2762 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 0.52 TOTAL AREA(ACRES) = 1.51 TOTAL RUNOFF(CFS) 0.52 **************************************************************************** FLOW PROCESS FROM NODE 147.00 TO NODE 148.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 260.00 DOWNSTREAM(FEET) = 243.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 632.00 CHANNEL SLOPE = 0.0269 CHANNEL BASE(FEET) = 8.00 "Z" FACTOR = 1.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.127 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2561 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 0.64 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.94 AVERAGE FLOW DEPTH(FEET) = 0.04 TRAVEL TIME(MIN.) = 5.44 Tc(MIN.) = 28.19 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 0.23 TOTAL AREA(ACRES) = 2.3 PEAK FLOW RATE(CFS) = 0.75 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.04 FLOW VELOCITY(FEET/SEC.) = 2.18 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 148.00 = 1184.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 148.00 TO NODE 145.00 IS CODE = 51 17 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 243.00 DOWNSTREAM(FEET) = 238.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 375.00 CHANNEL SLOPE = 0.0120 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.044 SINGLE-FAMILY(1/2 ACRE LOT) RUNOFF COEFFICIENT = .5054 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.30 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.33 AVERAGE FLOW DEPTH(FEET) = 0.05 TRAVEL TIME(MIN.) = 4.69 Tc(MIN.) = 32.88 SUBAREA AREA(ACRES) = 2.08 SUBAREA RUNOFF(CFS) = 1.10 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 1.85 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.06 FLOW VELOCITY(FEET/SEC.) = 1.58 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 145.00 = 1559.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 145.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 32.88 RAINFALL INTENSITY(INCH/HR) = 1.04 TOTAL STREAM AREA(ACRES) = 4.39 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.85 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 13.73 11.58 1.755 12.32 2 1.85 32.88 1.044 4.39 *********************************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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 14.38 11.58 1.755 2 10.02 32.88 1.044 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 14.38 Tc(MIN.) = TOTAL AREA(ACRES) = 16.7 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 11.58 145.00 = 1559.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 145.00 TO NODE 150.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 18 ELEVATION DATA: UPSTREAM(FEET) = 227.50 DOWNSTREAM(FEET) = 209.70 FLOW LENGTH(FEET) = 275.00 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.) = 15.10 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.38 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 11.89 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 150.00 = 1834.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 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.) = 11.89 RAINFALL INTENSITY(INCH/HR) = 1.73 TOTAL STREAM AREA(ACRES) = 16.71 PEAK FLOW RATE(CFS) AT CONFLUENCE = 14.38 **************************************************************************** FLOW PROCESS FROM NODE 151.00 TO NODE 152.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 734.00 UPSTREAM ELEVATION(FEET) = 281.00 DOWNSTREAM ELEVATION(FEET) = 267.70 ELEVATION DIFFERENCE(FEET) = 13.30 TC = 0.393*[( 734.00**3)/( 13.30)]**.2 = 12.263 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.706 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6191 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 2.74 TOTAL AREA(ACRES) = 2.59 TOTAL RUNOFF(CFS) = 2.74 **************************************************************************** FLOW PROCESS FROM NODE 152.00 TO NODE 153.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 267.70 DOWNSTREAM ELEVATION(FEET) = 243.00 STREET LENGTH(FEET) = 347.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.24 HALFSTREET FLOOD WIDTH(FEET) = 3.97 19 3.44 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.95 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.18 STREET FLOW TRAVEL TIME(MIN.) = 1.17 Tc(MIN.) = 13.43 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.631 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6144 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 1.40 TOTAL AREA(ACRES) = 4.0 PEAK FLOW RATE(CFS) = 4.14 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.25 HALFSTREET FLOOD WIDTH(FEET) = 4.72 FLOW VELOCITY(FEET/SEC.) = 5.02 DEPTH*VELOCITY(FT*FT/SEC.) = 1.27 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 153.00 = 1081.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 153.00 TO NODE 154.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 233.00 DOWNSTREAM(FEET) = 212.00 FLOW LENGTH(FEET) = 525.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 5.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.08 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.14 PIPE TRAVEL TIME(MIN.) = 0.96 Tc(MIN.) = 14.39 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 154.00 = 1606.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 154.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.575 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6108 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.63 SUBAREA RUNOFF(CFS) = 2.53 TOTAL AREA(ACRES) = 6.6 TOTAL RUNOFF(CFS) = 6.67 TC(MIN.) = 14.39 **************************************************************************** FLOW PROCESS FROM NODE 154.00 TO NODE 150.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 212.00 DOWNSTREAM(FEET) = 209.70 FLOW LENGTH(FEET) = 46.00 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.) = 11.24 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 6.67 PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 14.46 LONGEST FLOWPATH FROM NODE 151.00 TO NODE 150.00 = 1652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.572 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7553 20 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.91 SUBAREA RUNOFF(CFS) = 2.27 TOTAL AREA(ACRES) = 8.5 TOTAL RUNOFF(CFS) = 8.94 TC(MIN.) = 14.46 **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 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.) = 14.46 RAINFALL INTENSITY(INCH/HR) = 1.57 TOTAL STREAM AREA(ACRES) = 8.53 PEAK FLOW RATE(CFS) AT CONFLUENCE = 8.94 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 14.38 11.89 1.733 16.71 2 8.94 14.46 1.572 8.53 *********************************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 21.72 11.89 1.733 2 21.98 14.46 1.572 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.72 Tc(MIN.) = 11.89 TOTAL AREA(ACRES) = 25.2 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 150.00 = 1834.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 155.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 209.70 DOWNSTREAM(FEET) = 198.00 FLOW LENGTH(FEET) = 178.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.60 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.72 PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 12.07 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 155.00 = 2012.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 155.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.720 21 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3400 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.31 SUBAREA RUNOFF(CFS) = 0.77 TOTAL AREA(ACRES) = 26.5 TOTAL RUNOFF(CFS) = 22.49 TC(MIN.) = 12.07 **************************************************************************** FLOW PROCESS FROM NODE 155.00 TO NODE 156.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 198.00 DOWNSTREAM(FEET) = 174.50 FLOW LENGTH(FEET) = 364.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.57 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.49 PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 12.43 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 156.00 = 2376.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 156.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.695 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6184 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 9.24 SUBAREA RUNOFF(CFS) = 9.68 TOTAL AREA(ACRES) = 35.8 TOTAL RUNOFF(CFS) = 32.17 TC(MIN.) = 12.43 **************************************************************************** FLOW PROCESS FROM NODE 156.00 TO NODE 157.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 174.50 DOWNSTREAM(FEET) = 152.20 FLOW LENGTH(FEET) = 342.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.28 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.17 PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 12.74 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 157.00 = 2718.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 157.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.674 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .3342 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 1.23 TOTAL AREA(ACRES) = 38.0 TOTAL RUNOFF(CFS) = 33.40 TC(MIN.) = 12.74 **************************************************************************** FLOW PROCESS FROM NODE 157.00 TO NODE 158.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< 22 ELEVATION DATA: UPSTREAM(FEET) = 152.20 DOWNSTREAM(FEET) = 140.70 FLOW LENGTH(FEET) = 179.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 18.28 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.40 PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 12.91 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 158.00 = 2897.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.663 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6165 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 12.64 SUBAREA RUNOFF(CFS) = 12.96 TOTAL AREA(ACRES) = 50.6 TOTAL RUNOFF(CFS) = 46.36 TC(MIN.) = 12.91 **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 158.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.663 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6165 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 13.21 SUBAREA RUNOFF(CFS) = 13.54 TOTAL AREA(ACRES) = 63.8 TOTAL RUNOFF(CFS) = 59.91 TC(MIN.) = 12.91 **************************************************************************** FLOW PROCESS FROM NODE 158.00 TO NODE 160.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 140.70 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 289.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.9 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 21.36 ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 59.91 PIPE TRAVEL TIME(MIN.) = 0.23 Tc(MIN.) = 13.13 LONGEST FLOWPATH FROM NODE 146.00 TO NODE 160.00 = 3186.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 13.13 RAINFALL INTENSITY(INCH/HR) = 1.65 TOTAL STREAM AREA(ACRES) = 63.84 PEAK FLOW RATE(CFS) AT CONFLUENCE = 59.91 **************************************************************************** FLOW PROCESS FROM NODE 161.00 TO NODE 162.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< 23 ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 1005.00 UPSTREAM ELEVATION(FEET) = 244.00 DOWNSTREAM ELEVATION(FEET) = 208.30 ELEVATION DIFFERENCE(FEET) = 35.70 TC = 0.393*[( 1005.00**3)/( 35.70)]**.2 = 12.154 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.714 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6196 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.68 TOTAL AREA(ACRES) = 3.47 TOTAL RUNOFF(CFS) = 3.68 **************************************************************************** FLOW PROCESS FROM NODE 162.00 TO NODE 163.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 208.30 DOWNSTREAM ELEVATION(FEET) = 172.00 STREET LENGTH(FEET) = 920.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 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 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.03 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.19 STREET FLOW TRAVEL TIME(MIN.) = 3.81 Tc(MIN.) = 15.96 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.496 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6055 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.72 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 5.37 3.37 7.06 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.03 FLOW VELOCITY(FEET/SEC.) = 4.23 DEPTH*VELOCITY(FT*FT/SEC.) = 1.35 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 163.00 = 1925.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 163.00 TO NODE 165.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 161.00 DOWNSTREAM(FEET) = 132.50 FLOW LENGTH(FEET) = 819.00 MANNING'S N = 0.013 ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 18.000 DEPTH OF FLOW IN 18.0 INCH PIPE IS 7.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.99 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.06 24 PIPE TRAVEL TIME(MIN.) = 1.37 Tc(MIN.) = 17.33 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 165.00 = 2744.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 165.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.436 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6014 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 5.90 SUBAREA RUNOFF(CFS) = 5.10 TOTAL AREA(ACRES) = 13.1 TOTAL RUNOFF(CFS) = 12.15 TC(MIN.) = 17.33 **************************************************************************** FLOW PROCESS FROM NODE 165.00 TO NODE 166.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 132.50 DOWNSTREAM(FEET) = 130.90 FLOW LENGTH(FEET) = 118.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 12.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.03 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.15 PIPE TRAVEL TIME(MIN.) = 0.24 Tc(MIN.) = 17.57 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 166.00 = 2862.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 166.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.426 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6007 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.84 SUBAREA RUNOFF(CFS) = 1.58 TOTAL AREA(ACRES) = 14.9 TOTAL RUNOFF(CFS) = 13.73 TC(MIN.) = 17.57 **************************************************************************** FLOW PROCESS FROM NODE 166.00 TO NODE 167.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 130.90 DOWNSTREAM(FEET) = 127.00 FLOW LENGTH(FEET) = 260.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.57 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.73 PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 18.08 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 167.00 = 3122.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 167.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.406 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5993 SOIL CLASSIFICATION IS "A" 25 SUBAREA AREA(ACRES) = 2.09 SUBAREA RUNOFF(CFS) = 1.76 TOTAL AREA(ACRES) = 17.0 TOTAL RUNOFF(CFS) = 15.49 TC(MIN.) = 18.08 **************************************************************************** FLOW PROCESS FROM NODE 167.00 TO NODE 168.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 127.00 DOWNSTREAM(FEET) = 124.00 FLOW LENGTH(FEET) = 170.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 21.0 INCH PIPE IS 13.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 9.37 ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 15.49 PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 18.38 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 168.00 = 3292.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 168.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.395 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5984 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.78 SUBAREA RUNOFF(CFS) = 1.49 TOTAL AREA(ACRES) = 18.8 TOTAL RUNOFF(CFS) = 16.98 TC(MIN.) = 18.38 **************************************************************************** FLOW PROCESS FROM NODE 168.00 TO NODE 160.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 124.00 DOWNSTREAM(FEET) = 122.00 FLOW LENGTH(FEET) = 50.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 12.95 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.98 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 18.44 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 3342.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.392 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .5983 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 7.55 SUBAREA RUNOFF(CFS) = 6.29 TOTAL AREA(ACRES) = 26.4 TOTAL RUNOFF(CFS) = 23.26 TC(MIN.) = 18.44 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.392 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7491 26 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.72 SUBAREA RUNOFF(CFS) = 2.84 TOTAL AREA(ACRES) = 29.1 TOTAL RUNOFF(CFS) = 26.10 TC(MIN.) = 18.44 **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 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.) = 18.44 RAINFALL INTENSITY(INCH/HR) = 1.39 TOTAL STREAM AREA(ACRES) = 29.07 PEAK FLOW RATE(CFS) AT CONFLUENCE = 26.10 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 59.91 13.13 1.649 63.84 2 26.10 18.44 1.392 29.07 *********************************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 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 78.49 13.13 1.649 2 76.69 18.44 1.392 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 78.49 Tc(MIN.) = 13.13 TOTAL AREA(ACRES) = 92.9 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 160.00 = 3342.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 140.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 122.00 DOWNSTREAM(FEET) = 110.00 FLOW LENGTH(FEET) = 431.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.8 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 16.42 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 78.49 PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 13.57 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 140.00 = 3773.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.622 27 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7569 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 2.61 SUBAREA RUNOFF(CFS) = 3.20 TOTAL AREA(ACRES) = 95.5 TOTAL RUNOFF(CFS) = 81.70 TC(MIN.) = 13.57 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 2 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 81.70 13.57 1.622 95.52 LONGEST FLOWPATH FROM NODE 161.00 TO NODE 140.00 = ** MEMORY BANK # 2 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 83.74 22.26 1.268 121.10 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 140.00 = 3773.00 FEET. 5032.00 FEET. *********************************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. ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 132.74 13.57 1.622 2 147.59 22.26 1.268 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 147.59 Tc(MIN.) = 22.26 TOTAL AREA(ACRES) = 216.6 **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 2 ««< **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 170.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 110.00 DOWNSTREAM(FEET) = 107.00 FLOW LENGTH(FEET) = 1097.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 63.0 INCH PIPE IS 50.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.96 ESTIMATED PIPE DIAMETER(INCH) = 63.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 147.59 PIPE TRAVEL TIME(MIN.) = 2.30 Tc(MIN.) = 24.56 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 170.00 = 6129.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 28 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.207 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7422 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.62 SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 220.2 TOTAL RUNOFF(CFS) = 150.83 TC(MIN.) = 24.56 **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 175.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 107.00 DOWNSTREAM(FEET) = 78.00 FLOW LENGTH(FEET) = 926.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 30.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 20.32 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 150.83 PIPE TRAVEL TIME(MIN.) = 0.76 Tc(MIN.) = 25.32 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 175.00 = 7055.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 175.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.189 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7415 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.31 SUBAREA RUNOFF(CFS) = 2.92 TOTAL AREA(ACRES) = 223.5 TOTAL RUNOFF(CFS) = 153.75 TC(MIN.) = 25.32 **************************************************************************** FLOW PROCESS FROM NODE 175.00 TO NODE 180.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.00 DOWNSTREAM(FEET) = 75.00 FLOW LENGTH(FEET) = 75.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.5 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 22.09 ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 153.75 PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 25.38 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 180.00 = 7130.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 10 »»>MAIN -STREAM MEMORY COPIED ONTO MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 181.00 TO NODE 182.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 979.00 29 UPSTREAM ELEVATION(FEET) = 175.00 DOWNSTREAM ELEVATION(FEET) = 138.30 ELEVATION DIFFERENCE(FEET) = 36.70 TC = 0.393*[( 979.00**3)/( 36.70)]**.2 = 11.898 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.732 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6207 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 3.55 TOTAL AREA(ACRES) = 3.30 TOTAL RUNOFF(CFS) = 3.55 **************************************************************************** FLOW PROCESS FROM NODE 182.00 TO NODE 183.00 IS CODE = 62 »»>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA««< »»>(STREET TABLE SECTION # 1 USED) ««< UPSTREAM ELEVATION(FEET) = 138.30 DOWNSTREAM ELEVATION(FEET) = STREET LENGTH(FEET) = 1112.00 CURB HEIGHT(INCHES) = 8.0 STREET HALFWIDTH(FEET) = 20.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 10.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020 OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020 95.50 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2 STREET PARKWAY CROSSFALL(DECIMAL) = 0.020 Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0150 Manning's FRICTION FACTOR for Back -of -Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) STREETFLOW MODEL RESULTS USING ESTIMATED FLOW: STREET FLOW DEPTH(FEET) = 0.30 HALFSTREET FLOOD WIDTH(FEET) = 6.91 AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.96 PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.17 STREET FLOW TRAVEL TIME(MIN.) = 4.68 Tc(MIN.) = 16.58 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.468 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6036 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 3.90 SUBAREA RUNOFF(CFS) = TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 5.28 3.46 7.00 END OF SUBAREA STREET FLOW HYDRAULICS: DEPTH(FEET) = 0.32 HALFSTREET FLOOD WIDTH(FEET) = 8.03 FLOW VELOCITY(FEET/SEC.) = 4.20 DEPTH*VELOCITY(FT*FT/SEC.) = 1.34 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 183.00 = 2091.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 183.00 TO NODE 184.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 85.50 DOWNSTREAM(FEET) = 85.20 FLOW LENGTH(FEET) = 45.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.6 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.30 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.00 PIPE TRAVEL TIME(MIN.) = 0.14 Tc(MIN.) = 16.72 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 184.00 = 2136.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 184.00 IS CODE = 81 30 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.462 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6032 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.56 SUBAREA RUNOFF(CFS) = 4.02 TOTAL AREA(ACRES) = 11.8 TOTAL RUNOFF(CFS) = 11.03 TC(MIN.) = 16.72 **************************************************************************** FLOW PROCESS FROM NODE 184.00 TO NODE 185.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 85.20 DOWNSTREAM(FEET) = 80.00 FLOW LENGTH(FEET) = 280.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 12.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.75 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 11.03 PIPE TRAVEL TIME(MIN.) = 0.53 Tc(MIN.) = 17.25 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 185.00 = 2416.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 185.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.439 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7508 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.71 SUBAREA RUNOFF(CFS) = 1.85 TOTAL AREA(ACRES) = 13.5 TOTAL RUNOFF(CFS) = 12.87 TC(MIN.) = 17.25 **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 186.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 80.00 DOWNSTREAM(FEET) = 78.40 FLOW LENGTH(FEET) = 275.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.7 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 5.90 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.87 PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 18.03 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 186.00 = 2691.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 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.) = 18.03 RAINFALL INTENSITY(INCH/HR) = 1.41 TOTAL STREAM AREA(ACRES) = 13.47 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.87 **************************************************************************** FLOW PROCESS FROM NODE 187.00 TO NODE 188.00 IS CODE = 21 31 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS SINGLE FAMILY (1/4 ACRE) TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2 INITIAL SUBAREA FLOW-LENGTH(FEET) = 574.00 UPSTREAM ELEVATION(FEET) = 168.00 DOWNSTREAM ELEVATION(FEET) = 123.00 ELEVATION DIFFERENCE(FEET) = 45.00 TC = 0.393*[( 574.00**3)/( 45.00)]**.2 = 8.292 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.073 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6402 SOIL CLASSIFICATION IS "A" SUBAREA RUNOFF(CFS) = 6.50 TOTAL AREA(ACRES) = 4.90 TOTAL RUNOFF(CFS) = 6.50 **************************************************************************** FLOW PROCESS FROM NODE 188.00 TO NODE 189.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 123.00 DOWNSTREAM(FEET) = 115.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 533.00 CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.813 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6256 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 10.51 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 3.46 AVERAGE FLOW DEPTH(FEET) = 0.15 TRAVEL TIME(MIN.) = 2.57 Tc(MIN.) = 10.86 SUBAREA AREA(ACRES) = 7.06 SUBAREA RUNOFF(CFS) = 8.01 TOTAL AREA(ACRES) = 12.0 PEAK FLOW RATE(CFS) = 14.51 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.19 FLOW VELOCITY(FEET/SEC.) = 3.83 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 189.00 = 1107.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 189.00 TO NODE 190.00 IS CODE = 51 »»>COMPUTE TRAPEZOIDAL CHANNEL FLOW««< »»>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) ««< ELEVATION DATA: UPSTREAM(FEET) = 115.00 DOWNSTREAM(FEET) = 105.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 667.00 CHANNEL SLOPE = 0.0150 CHANNEL BASE(FEET) = 20.00 "Z" FACTOR = 2.000 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 2.00 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.627 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6141 SOIL CLASSIFICATION IS "A" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 17.97 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 4.21 AVERAGE FLOW DEPTH(FEET) = 0.21 TRAVEL TIME(MIN.) = 2.64 Tc(MIN.) = 13.50 SUBAREA AREA(ACRES) = 6.92 SUBAREA RUNOFF(CFS) = 6.91 TOTAL AREA(ACRES) = 18.9 PEAK FLOW RATE(CFS) = 21.42 END OF SUBAREA CHANNEL FLOW HYDRAULICS: DEPTH(FEET) = 0.23 FLOW VELOCITY(FEET/SEC.) = 4.52 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 190.00 = 32 1774.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 190.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.627 SINGLE-FAMILY(1/4 ACRE LOT) RUNOFF COEFFICIENT = .6141 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 14.24 SUBAREA RUNOFF(CFS) = 14.22 TOTAL AREA(ACRES) = 33.1 TOTAL RUNOFF(CFS) = 35.65 TC(MIN.) = 13.50 **************************************************************************** FLOW PROCESS FROM NODE 190.00 TO NODE 186.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 95.00 DOWNSTREAM(FEET) = 78.40 FLOW LENGTH(FEET) = 70.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.3 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 30.66 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.65 PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 13.54 LONGEST FLOWPATH FROM NODE 187.00 TO NODE 186.00 = 1844.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 186.00 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) = 1.62 TOTAL STREAM AREA(ACRES) = 33.12 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.65 ** CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 12.87 18.03 1.408 13.47 2 35.65 13.54 1.624 33.12 *********************************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 45.31 13.54 1.624 2 43.78 18.03 1.408 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 45.31 Tc(MIN.) = TOTAL AREA(ACRES) = 46.6 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 33 13.54 186.00 = 2691.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 186.00 TO NODE 191.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 78.40 DOWNSTREAM(FEET) = 75.40 FLOW LENGTH(FEET) = 522.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.2 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 7.91 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 45.31 PIPE TRAVEL TIME(MIN.) = 1.10 Tc(MIN.) = 14.64 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 191.00 = 3213.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 191.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.562 MOBILE HOME PARK DEVELOPMENT RUNOFF COEFFICIENT = .7550 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 1.51 SUBAREA RUNOFF(CFS) = 1.78 TOTAL AREA(ACRES) = 48.1 TOTAL RUNOFF(CFS) = 47.09 TC(MIN.) = 14.64 **************************************************************************** FLOW PROCESS FROM NODE 191.00 TO NODE 180.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.40 DOWNSTREAM(FEET) = 75.00 FLOW LENGTH(FEET) = 60.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 36.0 INCH PIPE IS 26.4 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 8.48 ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 47.09 PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 14.75 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = 3273.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 11 »»>CONFLUENCE MEMORY BANK # 3 WITH THE MAIN -STREAM MEMORY««< ** MAIN STREAM CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 47.09 14.75 1.556 48.10 LONGEST FLOWPATH FROM NODE 181.00 TO NODE 180.00 = ** MEMORY BANK # 3 CONFLUENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 153.75 25.38 1.188 223.55 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 180.00 = 3273.00 FEET. 7130.00 FEET. *********************************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. 34 ************************************************************************** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS) (MIN.) (INCH/HOUR) 1 136.49 14.75 1.556 2 189.70 25.38 1.188 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 189.70 Tc(MIN.) = 25.38 TOTAL AREA(ACRES) = 271.6 **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 12 »»>CLEAR MEMORY BANK # 3 ««< **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 195.00 IS CODE = 31 »»>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER -ESTIMATED PIPESIZE (NON -PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) = 75.00 DOWNSTREAM(FEET) = 35.00 FLOW LENGTH(FEET) = 930.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 42.0 INCH PIPE IS 32.1 INCHES PIPE -FLOW VELOCITY(FEET/SEC.) = 24.02 ESTIMATED PIPE DIAMETER(INCH) = 42.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 189.70 PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 26.02 LONGEST FLOWPATH FROM NODE 116.00 TO NODE 195.00 = 8060.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.173 UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .2635 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 19.95 SUBAREA RUNOFF(CFS) = 6.17 TOTAL AREA(ACRES) = 291.6 TOTAL RUNOFF(CFS) = 195.86 TC(MIN.) = 26.02 **************************************************************************** FLOW PROCESS FROM NODE 195.00 TO NODE 195.00 IS CODE = 81 »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW««< 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.173 CONDOMINIUM DEVELOPMENT RUNOFF COEFFICIENT = .6772 SOIL CLASSIFICATION IS "A" SUBAREA AREA(ACRES) = 4.13 SUBAREA RUNOFF(CFS) = 3.28 TOTAL AREA(ACRES) = 295.7 TOTAL RUNOFF(CFS) = 199.14 TC(MIN.) = 26.02 END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 295.7 TC(MIN.) = PEAK FLOW RATE(CFS) = 199.14 26.02 END OF RATIONAL METHOD ANALYSIS 35 Travertine Hydrology Study — September 2021 viii APPENDIX D -HYDROLOGY STUDY (AES UNIT HYDROGRAPH) Travertine Hydrology Study — September 2021 ix D.1 —100 -YR EXISTING HYDROLOGY - Loss Rate Calculations - AES Unit Hydrograph Calcs Synthetic Unit Hydrograph Method Loss Rate Parameter Development Existing Condition (AMC II) Travertine Development Subarea Land Use Cover Type Cover Quality Area A (acres) AMC II Runoff Index RI Pervious Area Infiltration Rate Fp (in/hr) Impervious Fraction A; Adjusted Infiltration Rate F (in/hr) F x A A; x A A Barren A 110.50 78 0.269 0.0 0.269 29.725 0.000 Watershed A Total Area (acres) = 110.50 Average Adjusted Infiltration Rate, F (in/hr) = 0.269 Low Loss Fraction = 0.900 Lag = Rational Method (Tc/60 min) x 0.8 = 0.274 B Barren A 151.40 78 0.269 0.0 0.269 40.727 0.000 Watershed B Total Area (acres) = 151.40 Average Adjusted Infiltration Rate, F (in/hr) = 0.269 Low Loss Fraction = 0.900 Lag = Rational Method (Tc/60 min) x 0.8 = 0.295 C Barren A 252.60 78 0.269 0.0 0.269 67.949 0.000 Watershed C Total Area (acres) = 252.60 Average Adjusted Infiltration Rate, F (in/hr) = 0.269 Low Loss Fraction = 0.900 Lag = Rational Method (Tc/60 min) x 0.8 = 0.283 Rainfall Data (NOAA Atlas 14) Duration 100 -Year Precipitation (inches) 1 -Hour 1.56 3 -Hour 2.28 6 -Hour 2.89 24 -Hour 4.61 **************************************************************************** FLOOD ROUTING ANALYSIS ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Travertine Development * Unit Hydrograph Analysis - Existing Condition - Watershed A * 09-13-2021 ************************************************************************** FILE NAME: TRA-XAUH.DAT TIME/DATE OF STUDY: 15:13 09/13/2021 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 110.500 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.274 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 1.56 INCHES RCFC&WCD 1 -Hour Storm (5 -Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.58) *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.414 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.915 38.954 2 13.432 140.542 3 32.620 256.420 4 53.232 275.455 5 65.478 163.656 6 72.710 96.637 7 77.641 65.904 8 81.381 49.979 9 84.310 39.136 10 86.703 31.981 11 88.610 25.479 12 90.300 22.587 13 91.715 18.915 14 92.911 15.974 15 94.004 14.613 16 94.924 12.293 17 95.805 11.773 18 96.471 8.898 19 97.061 7.892 20 97.652 7.892 21 98.088 5.832 22 98.308 2.935 23 98.526 2.918 24 98.744 2.916 25 98.963 2.916 26 99.181 2.920 27 99.399 2.916 28 99.618 2.916 29 99.836 2.916 30 100.000 2.195 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0566 0.0224 0.0342 2 0.0604 0.0224 0.0380 3 0.0651 0.0224 0.0426 4 0.0732 0.0224 0.0508 5 0.0782 0.0224 0.0557 6 0.0913 0.0224 0.0689 7 0.1110 0.0224 0.0886 8 0.1242 0.0224 0.1018 9 0.2040 0.0224 0.1816 10 0.5310 0.0224 0.5086 11 0.1012 0.0224 0.0787 12 0.0638 0.0224 0.0414 TOTAL STORM RAINFALL(INCHES) = 1.56 TOTAL SOIL-LOSS(INCHES) = 0.27 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.29 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 2.4770 11.8818 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0092 1.33 Q 0.167 0.0524 6.28 Q 0.250 0.1610 15.77 V Q 0.333 0.3479 27.13 .V Q 0.417 0.5980 36.31 . V Q . 0.500 0.9066 44.82 . V Q . 0.583 1.2808 54.33 . V Q . 0.667 1.7359 66.08 . V Q . 0.750 2.3086 83.15 . V .Q 0.833 3.1389 120.56 . V Q 0.917 4.3804 180.27 . V Q . 1.000 5.9696 230.75 . V Q 1.083 7.4940 221.34 . V Q. 1.167 8.5424 152.23 • Q V . 1.250 9.2356 100.65 • . Q .V 1.333 9.7138 69.43 • Q. . V 1.417 10.0729 52.15 . Q • . V 1.500 10.3566 41.18 . Q . V 1.583 10.5884 33.67 . Q V 1.667 10.7797 27.78 . Q V 1.750 10.9448 23.96 . Q V . 1.833 11.0846 20.30 . Q V . 1.917 11.2045 17.41 . Q V . 2.000 11.3099 15.31 . Q V . 2.083 11.4005 13.16 .Q V . 2.167 11.4813 11.73 .Q V . 2.250 11.5472 9.56 .Q V . 2.333 11.6046 8.34 .Q V. 2.417 11.6560 7.47 Q V. 2.500 11.6961 5.82 Q V. 2.583 11.7242 4.08 Q V. 2.667 11.7494 3.65 Q V. 2.750 11.7727 3.39 Q V. 2.833 11.7951 3.24 Q V. 2.917 11.8162 3.07 Q V. 3.000 11.8359 2.85 Q V. 3.083 11.8537 2.59 Q V. 3.167 11.8691 2.23 Q V. 3.250 11.8792 1.47 Q V. 3.333 11.8812 0.29 Q V. 3.417 11.8818 0.09 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 205.0 10% 90.0 20% 55.0 30% 40.0 40% 30.0 50% 25.0 60% 20.0 70% 15.0 80% 10.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 110.500 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.274 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.28 INCHES RCFC&WCD 3 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.414 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.915 38.954 2 13.432 140.542 3 32.620 256.420 4 53.232 275.455 5 65.478 163.656 6 72.710 96.637 7 77.641 65.904 8 81.381 49.979 9 84.310 39.136 10 86.703 31.981 11 88.610 25.479 12 90.300 22.587 13 91.715 18.915 14 92.911 15.974 15 94.004 14.613 16 94.924 12.293 17 95.805 11.773 18 96.471 8.898 19 97.061 7.892 20 97.652 7.892 21 98.088 5.832 22 98.308 2.935 23 98.526 2.918 24 98.744 2.916 25 98.963 2.916 26 99.181 2.920 27 99.399 2.916 28 99.618 2.916 29 99.836 2.916 30 100.000 2.195 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0296 0.0224 0.0072 2 0.0296 0.0224 0.0072 3 0.0251 0.0224 0.0027 4 0.0342 0.0224 0.0118 5 0.0342 0.0224 0.0118 6 0.0410 0.0224 0.0186 7 0.0342 0.0224 0.0118 8 0.0410 0.0224 0.0186 9 0.0410 0.0224 0.0186 10 0.0342 0.0224 0.0118 11 0.0365 0.0224 0.0141 12 0.0410 0.0224 0.0186 13 0.0502 0.0224 0.0277 14 0.0502 0.0224 0.0277 15 0.0502 0.0224 0.0277 16 0.0456 0.0224 0.0232 17 0.0593 0.0224 0.0369 18 0.0616 0.0224 0.0391 19 0.0547 0.0224 0.0323 20 0.0616 0.0224 0.0391 21 0.0752 0.0224 0.0528 22 0.0707 0.0224 0.0483 23 0.0661 0.0224 0.0437 24 0.0684 0.0224 0.0460 25 0.0707 0.0224 0.0483 26 0.0958 0.0224 0.0733 27 0.1140 0.0224 0.0916 28 0.0798 0.0224 0.0574 29 0.1550 0.0224 0.1326 30 0.1664 0.0224 0.1440 31 0.1870 0.0224 0.1645 32 0.1345 0.0224 0.1121 33 0.0456 0.0224 0.0232 34 0.0410 0.0224 0.0186 35 0.0410 0.0224 0.0186 36 0.0137 0.0123 0.0014 TOTAL STORM RAINFALL(INCHES) = 2.28 TOTAL SOIL-LOSS(INCHES) = 0.80 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.48 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 7.3381 13.6499 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0019 0.28 Q 0.167 0.0109 1.30 Q 0.250 0.0313 2.97 Q 0.333 0.0635 4.68 Q 0.417 0.1046 5.97 VQ 0.500 0.1599 8.02 VQ 0.583 0.2353 10.95 V Q 0.667 0.3278 13.43 V Q 0.750 0.4337 15.38 .V Q 0.833 0.5487 16.71 .V Q 0.917 0.6708 17.72 .V Q 1.000 0.7930 17.75 . VQ 1.083 0.9191 18.31 . VQ 1.167 1.0630 20.89 • VQ 1.250 1.2333 24.72 . VQ 1.333 1.4259 27.98 . VQ 1.417 1.6324 29.98 . VQ . 1.500 1.8537 32.14 . VQ . 1.583 2.0974 35.39 . VQ . 1.667 2.3666 39.08 . VQ . 1.750 2.6547 41.83 • VQ . 1.833 2.9669 45.33 • VQ. 1.917 3.3117 50.07 • VQ 2.000 3.6809 53.60 . Q 2.083 4.0584 54.82 . QV 2.167 4.4495 56.78 . .Q V 2.250 4.8803 62.56 . . Q V 2.333 5.3741 71.70 . . QV 2.417 5.9420 82.46 . . QV . 2.500 6.5935 94.60 . QV. 2.583 7.3711 112.91 • .VQ 2.667 8.3061 135.76 . . V Q . 2.750 9.3064 145.24 . . V Q. 2.833 10.2285 133.88 . Q V. 2.917 10.9551 105.51 . .Q . V 3.000 11.4871 77.25 . . Q . V 3.083 11.8931 58.95 . .Q . V 3.167 12.2070 45.58 • Q. V 3.250 12.4464 34.76 . Q . V 3.333 12.6365 27.61 • Q . V 3.417 12.7928 22.69 • Q V . 3.500 12.9238 19.03 . Q V . 3.583 13.0356 16.24 . Q V . 3.667 13.1309 13.83 . Q V . 3.750 13.2138 12.04 . Q V . 3.833 13.2856 10.42 . Q V . 3.917 13.3466 8.86 .Q V. 4.000 13.3985 7.55 .Q V. 4.083 13.4428 6.43 .Q V. 4.167 13.4800 5.39 .Q V. 4.250 13.5103 4.40 Q V. 4.333 13.5342 3.47 Q V. 4.417 13.5545 2.95 Q V. 4.500 13.5731 2.70 Q V. 4.583 13.5900 2.45 Q V. 4.667 13.6049 2.17 Q V. 4.750 13.6181 1.92 Q V. 4.833 13.6298 1.70 Q V. 4.917 13.6388 1.30 Q V. 5.000 13.6448 0.87 Q V. 5.083 13.6477 0.43 Q V. 5.167 13.6489 0.16 Q V. 5.250 13.6495 0.10 Q V. 5.333 13.6498 0.04 Q V. 5.417 13.6499 0.00 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 325.0 10% 175.0 20% 115.0 30% 85.0 40% 55.0 50% 40.0 60% 30.0 70% 25.0 80% 15.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 110.500 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.274 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.89 INCHES RCFC&WCD 6 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 30.414 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.915 38.954 2 13.432 140.542 3 32.620 256.420 4 53.232 275.455 5 65.478 163.656 6 72.710 96.637 7 77.641 65.904 8 81.381 49.979 9 84.310 39.136 10 86.703 31.981 11 88.610 25.479 12 90.300 22.587 13 91.715 18.915 14 92.911 15.974 15 94.004 14.613 16 94.924 12.293 17 95.805 11.773 18 96.471 8.898 19 97.061 7.892 20 97.652 7.892 21 98.088 5.832 22 98.308 2.935 23 98.526 2.918 24 98.744 2.916 25 98.963 2.916 26 99.181 2.920 27 99.399 2.916 28 99.618 2.916 29 99.836 2.916 30 100.000 2.195 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0145 0.0130 0.0014 2 0.0173 0.0156 0.0017 3 0.0173 0.0156 0.0017 4 0.0173 0.0156 0.0017 5 0.0173 0.0156 0.0017 6 0.0202 0.0182 0.0020 7 0.0202 0.0182 0.0020 8 0.0202 0.0182 0.0020 9 0.0202 0.0182 0.0020 10 0.0202 0.0182 0.0020 11 0.0202 0.0182 0.0020 12 0.0231 0.0208 0.0023 13 0.0231 0.0208 0.0023 14 0.0231 0.0208 0.0023 15 0.0231 0.0208 0.0023 16 0.0231 0.0208 0.0023 17 0.0231 0.0208 0.0023 18 0.0231 0.0208 0.0023 19 0.0231 0.0208 0.0023 20 0.0231 0.0208 0.0023 21 0.0231 0.0208 0.0023 22 0.0231 0.0208 0.0023 23 0.0231 0.0208 0.0023 24 0.0260 0.0224 0.0036 25 0.0231 0.0208 0.0023 26 0.0260 0.0224 0.0036 27 0.0260 0.0224 0.0036 28 0.0260 0.0224 0.0036 29 0.0260 0.0224 0.0036 30 0.0260 0.0224 0.0036 31 0.0260 0.0224 0.0036 32 0.0260 0.0224 0.0036 33 0.0289 0.0224 0.0065 34 0.0289 0.0224 0.0065 35 0.0289 0.0224 0.0065 36 0.0289 0.0224 0.0065 37 0.0289 0.0224 0.0065 38 0.0318 0.0224 0.0094 39 0.0318 0.0224 0.0094 40 0.0318 0.0224 0.0094 41 0.0347 0.0224 0.0123 42 0.0376 0.0224 0.0152 43 0.0405 0.0224 0.0180 44 0.0405 0.0224 0.0180 45 0.0434 0.0224 0.0209 46 0.0434 0.0224 0.0209 47 0.0462 0.0224 0.0238 48 0.0462 0.0224 0.0238 49 0.0491 0.0224 0.0267 50 0.0520 0.0224 0.0296 51 0.0549 0.0224 0.0325 52 0.0578 0.0224 0.0354 53 0.0607 0.0224 0.0383 54 0.0607 0.0224 0.0383 55 0.0636 0.0224 0.0412 56 0.0665 0.0224 0.0441 57 0.0694 0.0224 0.0469 58 0.0694 0.0224 0.0469 59 0.0723 0.0224 0.0498 60 0.0751 0.0224 0.0527 61 0.0896 0.0224 0.0672 62 0.1040 0.0224 0.0816 63 0.1127 0.0224 0.0903 64 0.1214 0.0224 0.0990 65 0.1358 0.0224 0.1134 66 0.1618 0.0224 0.1394 67 0.0549 0.0224 0.0325 68 0.0260 0.0224 0.0036 69 0.0173 0.0156 0.0017 70 0.0145 0.0130 0.0014 71 0.0087 0.0078 0.0009 72 0.0058 0.0052 0.0006 TOTAL STORM RAINFALL(INCHES) = 2.89 TOTAL SOIL-LOSS(INCHES) = 1.48 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.41 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 13.6571 12.9483 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0004 0.06 Q 0.167 0.0023 0.27 Q 0.250 0.0069 0.68 Q 0.333 0.0149 1.15 Q 0.417 0.0250 1.47 Q 0.500 0.0365 1.67 Q 0.583 0.0491 1.83 Q 0.667 0.0629 2.00 Q 0.750 0.0777 2.15 Q 0.833 0.0932 2.25 Q 0.917 0.1092 2.33 Q 1.000 0.1257 2.40 Q 1.083 0.1428 2.49 Q 1.167 0.1607 2.60 Q 1.250 0.1794 2.71 Q 1.333 0.1987 2.79 Q 1.417 0.2183 2.85 Q 1.500 0.2382 2.89 Q 1.583 0.2583 2.92 Q 1.667 0.2786 2.95 Q 1.750 0.2990 2.97 Q 1.833 0.3196 2.99 Q 1.917 0.3403 3.00 QV 2.000 0.3614 3.07 QV 2.083 0.3835 3.21 QV 2.167 0.4071 3.42 QV 2.250 0.4321 3.63 QV 2.333 0.4584 3.83 QV 2.417 0.4867 4.10 QV 2.500 0.5162 4.28 QV 2.583 0.5464 4.39 QV 2.667 0.5771 4.46 QV 2.750 0.6090 4.63 QV 2.833 0.6439 5.08 .Q 2.917 0.6843 5.86 .QV 3.000 0.7303 6.68 .QV 3.083 0.7798 7.18 .QV 3.167 0.8321 7.60 .QV 3.250 0.8886 8.21 .QV 3.333 0.9514 9.12 .QV 3.417 1.0213 10.15 . QV 3.500 1.0988 11.25 . QV 3.583 1.1875 12.87 . QV 3.667 1.2913 15.08 . Q 3.750 1.4112 17.41 . QV 3.833 1.5457 19.53 . QV 3.917 1.6935 21.46 . QV 4.000 1.8546 23.39 . QV 4.083 2.0287 25.27 . QV . 4.167 2.2167 27.30 . QV . 4.250 2.4204 29.57 . Q V . 4.333 2.6432 32.35 . Q V . 4.417 2.8872 35.43 • QV . 4.500 3.1529 38.58 . Q V. 4.583 3.4390 41.54 . Q V 4.667 3.7437 44.25 . Q .V 4.750 4.0673 46.98 . Q. V 4.833 4.4115 49.98 . Q. V 4.917 4.7759 52.91 . Q V 5.000 5.1591 55.64 . .Q V 5.083 5.5643 58.84 . .Q V 5.167 6.0054 64.04 . . Q V 5.250 6.5027 72.22 . • Q V 5.333 7.0736 82.89 . Q .V 5.417 7.7228 94.27 . Q . V 5.500 8.4563 106.50 . .Q V 5.583 9.2588 116.52 . . Q V 5.667 10.0543 115.50 . • Q .V 5.750 10.7200 96.65 . Q. V 5.833 11.1855 67.60 . Q V 5.917 11.5093 47.01 • Q. V 6.000 11.7524 35.30 . Q . V 6.083 11.9457 28.07 . Q V . 6.167 12.1033 22.88 . Q V . 6.250 12.2339 18.97 . Q V . 6.333 12.3432 15.88 . Q V . 6.417 12.4368 13.58 . Q V . 6.500 12.5168 11.62 . Q V . 6.583 12.5855 9.99 .Q V . 6.667 12.6452 8.66 .Q V. 6.750 12.6964 7.44 .Q V. 6.833 12.7403 6.38 .Q V. 6.917 12.7768 5.29 .Q V. 7.000 12.8075 4.46 Q V. 7.083 12.8335 3.77 Q V. 7.167 12.8542 3.01 Q V. 7.250 12.8706 2.39 Q V. 7.333 12.8854 2.14 Q V. 7.417 12.8990 1.98 Q V. 7.500 12.9114 1.81 Q V. 7.583 12.9224 1.59 Q V. 7.667 12.9317 1.34 Q V. 7.750 12.9391 1.07 Q V. 7.833 12.9444 0.77 Q V. 7.917 12.9473 0.42 Q V. 8.000 12.9480 0.10 Q V. 8.083 12.9481 0.02 Q V. 8.167 12.9482 0.01 Q V. 8.250 12.9483 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 495.0 10% 175.0 20% 130.0 30% 100.0 40% 75.0 50% 50.0 60% 35.0 70% 30.0 80% 25.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 30.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 110.500 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.274 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.134 USER -ENTERED RAINFALL = 4.61 INCHES RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 91.241 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 16.322 72.707 2 63.807 211.522 3 81.111 77.082 4 88.537 33.082 5 92.877 19.329 6 95.733 12.725 7 97.600 8.318 8 98.526 4.124 9 99.181 2.916 10 99.672 2.190 11 99.918 1.095 12 100.000 0.365 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0092 0.0083 0.0009 2 0.0138 0.0124 0.0014 3 0.0138 0.0124 0.0014 4 0.0184 0.0166 0.0018 5 0.0138 0.0124 0.0014 6 0.0138 0.0124 0.0014 7 0.0138 0.0124 0.0014 8 0.0184 0.0166 0.0018 9 0.0184 0.0166 0.0018 10 0.0184 0.0166 0.0018 11 0.0231 0.0207 0.0023 12 0.0231 0.0207 0.0023 13 0.0231 0.0207 0.0023 14 0.0231 0.0207 0.0023 15 0.0231 0.0207 0.0023 16 0.0277 0.0249 0.0028 17 0.0277 0.0249 0.0028 18 0.0323 0.0290 0.0032 19 0.0323 0.0290 0.0032 20 0.0369 0.0332 0.0037 21 0.0277 0.0249 0.0028 22 0.0323 0.0290 0.0032 23 0.0369 0.0332 0.0037 24 0.0369 0.0332 0.0037 25 0.0415 0.0373 0.0041 26 0.0415 0.0373 0.0041 27 0.0461 0.0415 0.0046 28 0.0461 0.0415 0.0046 29 0.0461 0.0415 0.0046 30 0.0507 0.0456 0.0051 31 0.0553 0.0498 0.0055 32 0.0599 0.0539 0.0060 33 0.0692 0.0622 0.0069 34 0.0692 0.0622 0.0069 35 0.0738 0.0664 0.0074 36 0.0784 0.0705 0.0078 37 0.0876 0.0745 0.0131 38 0.0922 0.0735 0.0187 39 0.0968 0.0724 0.0244 40 0.1014 0.0714 0.0301 41 0.0692 0.0622 0.0069 42 0.0692 0.0622 0.0069 43 0.0922 0.0683 0.0239 44 0.0922 0.0673 0.0249 45 0.0876 0.0663 0.0213 46 0.0876 0.0653 0.0223 47 0.0784 0.0644 0.0140 48 0.0830 0.0634 0.0196 49 0.1153 0.0625 0.0528 50 0.1199 0.0615 0.0583 51 0.1291 0.0606 0.0685 52 0.1337 0.0597 0.0740 53 0.1567 0.0588 0.0980 54 0.1567 0.0579 0.0988 55 0.1060 0.0570 0.0490 56 0.1060 0.0561 0.0499 57 0.1245 0.0553 0.0692 58 0.1199 0.0544 0.0654 59 0.1199 0.0536 0.0662 60 0.1153 0.0528 0.0625 61 0.1106 0.0520 0.0587 62 0.1060 0.0512 0.0548 63 0.0876 0.0504 0.0372 64 0.0876 0.0496 0.0380 65 0.0184 0.0166 0.0018 66 0.0184 0.0166 0.0018 67 0.0138 0.0124 0.0014 68 0.0138 0.0124 0.0014 69 0.0231 0.0207 0.0023 70 0.0231 0.0207 0.0023 71 0.0231 0.0207 0.0023 72 0.0184 0.0166 0.0018 73 0.0184 0.0166 0.0018 74 0.0184 0.0166 0.0018 75 0.0138 0.0124 0.0014 76 0.0092 0.0083 0.0009 77 0.0138 0.0124 0.0014 78 0.0184 0.0166 0.0018 79 0.0138 0.0124 0.0014 80 0.0092 0.0083 0.0009 81 0.0138 0.0124 0.0014 82 0.0138 0.0124 0.0014 83 0.0138 0.0124 0.0014 84 0.0092 0.0083 0.0009 85 0.0138 0.0124 0.0014 86 0.0092 0.0083 0.0009 87 0.0138 0.0124 0.0014 88 0.0092 0.0083 0.0009 89 0.0138 0.0124 0.0014 90 0.0092 0.0083 0.0009 91 0.0092 0.0083 0.0009 92 0.0092 0.0083 0.0009 93 0.0092 0.0083 0.0009 94 0.0092 0.0083 0.0009 95 0.0092 0.0083 0.0009 96 0.0092 0.0083 0.0009 TOTAL STORM RAINFALL(INCHES) = 4.61 TOTAL SOIL-LOSS(INCHES) = 3.21 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ 29.6044 12.8394 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 0.083 0.0005 0.07 Q 0.167 0.0009 0.07 Q 0.250 0.0014 0.07 Q 0.333 0.0034 0.30 Q 0.417 0.0055 0.30 Q 0.500 0.0075 0.30 Q 0.583 0.0107 0.46 Q 0.667 0.0139 0.46 Q 0.750 0.0171 0.46 Q 0.833 0.0210 0.56 Q 0.917 0.0248 0.56 Q 1.000 0.0287 0.56 Q 1.083 0.0333 0.66 Q 1.167 0.0378 0.66 Q 1.250 0.0424 0.66 Q 1.333 0.0466 0.62 Q 1.417 0.0509 0.62 Q 1.500 0.0552 0.62 Q 1.583 0.0594 0.61 Q 1.667 0.0636 0.61 Q 1.750 0.0678 0.61 Q 1.833 0.0723 0.65 Q 1.917 0.0768 0.65 Q 2.000 0.0812 0.65 Q 2.083 0.0864 0.75 Q 2.167 0.0915 0.75 Q 2.250 0.0966 0.75 Q 2.333 0.1020 0.78 Q 2.417 0.1074 0.78 Q 2.500 0.1128 0.78 Q 2.583 0.1186 0.83 Q 2.667 0.1243 0.83 Q 2.750 0.1300 0.83 Q 2.833 0.1365 0.94 Q 2.917 0.1430 0.94 Q 3.000 0.1494 0.94 Q 3.083 0.1562 0.98 Q 3.167 0.1629 0.98 Q 3.250 0.1697 0.98 Q 3.333 0.1766 1.00 Q 3.417 0.1834 1.00 Q 3.500 0.1903 1.00 Q 3.583 0.1973 1.01 VQ 3.667 0.2042 1.01 VQ 3.750 0.2112 1.01 VQ 3.833 0.2184 1.05 VQ 3.917 0.2256 1.05 VQ 4.000 0.2329 1.05 VQ 4.083 0.2408 1.15 VQ 4.167 0.2487 1.15 VQ 4.250 0.2567 1.15 VQ 4.333 0.2651 1.22 VQ 4.417 0.2735 1.22 VQ TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 4.500 0.2819 1.22 VQ 4.583 0.2912 1.34 VQ 4.667 0.3004 1.34 VQ 4.750 0.3096 1.34 VQ 4.833 0.3193 1.42 VQ 4.917 0.3291 1.42 Q 5.000 0.3389 1.42 Q 5.083 0.3490 1.47 .Q 5.167 0.3591 1.47 .Q 5.250 0.3692 1.47 .Q 5.333 0.3786 1.36 .Q 5.417 0.3879 1.36 .Q 5.500 0.3972 1.36 .Q 5.583 0.4071 1.44 .Q 5.667 0.4171 1.44 .Q 5.750 0.4270 1.44 .Q 5.833 0.4377 1.56 .Q 5.917 0.4484 1.56 .Q 6.000 0.4591 1.56 .Q 6.083 0.4703 1.63 .Q 6.167 0.4816 1.63 .Q 6.250 0.4928 1.63 .Q 6.333 0.5048 1.75 .Q 6.417 0.5169 1.75 .Q 6.500 0.5289 1.75 .Q 6.583 0.5415 1.83 .Q 6.667 0.5540 1.83 .Q 6.750 0.5666 1.83 .Q 6.833 0.5800 1.95 .Q 6.917 0.5934 1.95 .Q 7.000 0.6068 1.95 .Q 7.083 0.6205 1.99 .Q 7.167 0.6343 1.99 .Q 7.250 0.6480 1.99 .QV 7.333 0.6622 2.05 . Q 7.417 0.6763 2.05 . Q 7.500 0.6904 2.05 . Q 7.583 0.7055 2.20 . Q 7.667 0.7207 2.20 . Q 7.750 0.7358 2.20 . Q 7.833 0.7521 2.37 . Q 7.917 0.7685 2.37 . Q 8.000 0.7848 2.37 . Q 8.083 0.8027 2.59 . Q 8.167 0.8205 2.59 . Q 8.250 0.8384 2.59 . Q 8.333 0.8580 2.85 . Q 8.417 0.8776 2.85 . Q 8.500 0.8973 2.85 . Q 8.583 0.9179 2.99 . Q 8.667 0.9384 2.99 . Q 8.750 0.9590 2.99 . Q 8.833 0.9808 3.17 . Q 8.917 1.0027 3.17 . Q 9.000 1.0245 3.17 . Q 9.083 1.0500 3.71 . Q 9.167 1.0756 3.71 . Q 9.250 1.1012 3.71 . Q 9.333 1.1377 5.30 . V Q 9.417 1.1742 5.30 . V Q TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 9.500 1.2108 5.30 . V Q . 9.583 1.2614 7.35 . V Q . 9.667 1.3121 7.35 . V Q . 9.750 1.3627 7.35 . V Q . 9.833 1.4288 9.59 . V Q. 9.917 1.4949 9.59 . V Q. 10.000 1.5610 9.59 . V Q. 10.083 1.6288 9.85 . V Q. 10.167 1.6966 9.85 . V Q. 10.250 1.7644 9.85 . V Q. 10.333 1.8041 5.76 . Q . 10.417 1.8437 5.76 . Q . 10.500 1.8834 5.76 . Q . 10.583 1.9221 5.63 • Q 10.667 1.9609 5.63 • QV 10.750 1.9996 5.63 • QV . 10.833 2.0601 8.78 . V Q . 10.917 2.1205 8.78 . V Q . 11.000 2.1810 8.78 . V Q . 11.083 2.2481 9.75 . V Q. 11.167 2.3152 9.75 . V Q. 11.250 2.3824 9.75 . V Q. 11.333 2.4478 9.50 . V Q. 11.417 2.5131 9.50 . V Q. 11.500 2.5785 9.50 . VQ. 11.583 2.6409 9.05 . VQ. 11.667 2.7032 9.05 . VQ. 11.750 2.7655 9.05 . VQ. 11.833 2.8196 7.84 . QV . 11.917 2.8736 7.84 . QV . 12.000 2.9276 7.84 . Q V. 12.083 3.0024 10.87 • VQ 12.167 3.0773 10.87 • VQ 12.250 3.1521 10.87 . VQ . 12.333 3.2793 18.46 . V Q . 12.417 3.4064 18.46 . V Q . 12.500 3.5336 18.46 . V Q . 12.583 3.6918 22.97 . .V . Q 12.667 3.8500 22.97 • .V . Q 12.750 4.0082 22.97 • . V . Q 12.833 4.1947 27.07 • . V Q . 12.917 4.3811 27.07 . . V Q . 13.000 4.5675 27.07 . . V Q . 13.083 4.7852 31.61 . V .Q 13.167 5.0029 31.61 . V . .Q 13.250 5.2206 31.61 . V • .Q . 13.333 5.4826 38.04 . V . Q . 13.417 5.7446 38.04 . V . Q . 13.500 6.0066 38.04 . V . Q . 13.583 6.2626 37.18 • V. Q . 13.667 6.5187 37.18 . V Q . 13.750 6.7747 37.18 . V Q . 13.833 6.9674 27.98 . .V Q . 13.917 7.1601 27.98 . . V Q . 14.000 7.3528 27.98 . . V Q . 14.083 7.5352 26.49 . V Q . 14.167 7.7177 26.49 • V Q . 14.250 7.9002 26.49 • V Q . 14.333 8.1014 29.22 . V Q. 14.417 8.3027 29.22 . V Q. 14.500 8.5039 29.22 . V Q. TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 14.583 8.7061 29.35 . V Q. 14.667 8.9082 29.35 . V Q. 14.750 9.1104 29.35 . VQ. 14.833 9.3111 29.15 . Q. 14.917 9.5119 29.15 • Q. 15.000 9.7126 29.15 • QV 15.083 9.9060 28.08 . Q V 15.167 10.0993 28.08 • Q V 15.250 10.2927 28.08 . Q V 15.333 10.4770 26.77 . Q . V 15.417 10.6614 26.77 . . Q . V 15.500 10.8458 26.77 . . Q . V 15.583 11.0130 24.28 • . Q . V 15.667 11.1802 24.28 • . Q . V 15.750 11.3474 24.28 • . Q V 15.833 11.4856 20.07 • Q V 15.917 11.6238 20.07 . Q V 16.000 11.7620 20.07 . Q V 16.083 11.8721 15.99 . Q V . 16.167 11.9823 15.99 . Q V . 16.250 12.0924 15.99 . Q V . 16.333 12.1454 7.69 • Q . V . 16.417 12.1984 7.69 • Q . V . 16.500 12.2513 7.69 • Q . V . 16.583 12.2822 4.48 • Q . V . 16.667 12.3131 4.48 . Q V . 16.750 12.3439 4.48 . Q V . 16.833 12.3641 2.92 . Q V . 16.917 12.3842 2.92 . Q V . 17.000 12.4043 2.92 . Q V . 17.083 12.4187 2.09 . Q V . 17.167 12.4331 2.09 . Q V . 17.250 12.4474 2.09 . Q V . 17.333 12.4593 1.72 .Q V . 17.417 12.4711 1.72 .Q V . 17.500 12.4829 1.72 .Q V . 17.583 12.4927 1.42 .Q V . 17.667 12.5024 1.42 .Q V . 17.750 12.5122 1.42 .Q V . 17.833 12.5205 1.22 .Q V. 17.917 12.5289 1.22 .Q V. 18.000 12.5373 1.22 .Q V. 18.083 12.5442 1.01 .Q V. 18.167 12.5512 1.01 .Q V. 18.250 12.5581 1.01 .Q V. 18.333 12.5643 0.90 Q V. 18.417 12.5705 0.90 Q V. 18.500 12.5767 0.90 Q V. 18.583 12.5823 0.82 Q V. 18.667 12.5879 0.82 Q V. 18.750 12.5936 0.82 Q V. 18.833 12.5981 0.67 Q V. 18.917 12.6027 0.67 Q V. 19.000 12.6073 0.67 Q V. 19.083 12.6112 0.56 Q V. 19.167 12.6151 0.56 Q V. 19.250 12.6189 0.56 Q V. 19.333 12.6234 0.64 Q V. 19.417 12.6278 0.64 Q V. 19.500 12.6322 0.64 Q V. 19.583 12.6371 0.72 Q V. TIME(HRS) VOLUME(AF) Q(CFS) 0. 10.0 20.0 30.0 40.0 19.667 12.6420 0.72 Q V. 19.750 12.6470 0.72 Q V. 19.833 12.6512 0.62 Q V. 19.917 12.6555 0.62 Q V. 20.000 12.6598 0.62 Q V. 20.083 12.6635 0.53 Q V. 20.167 12.6671 0.53 Q V. 20.250 12.6708 0.53 Q V. 20.333 12.6749 0.59 Q V. 20.417 12.6789 0.59 Q V. 20.500 12.6830 0.59 Q V. 20.583 12.6871 0.61 Q V. 20.667 12.6913 0.61 Q V. 20.750 12.6955 0.61 Q V. 20.833 12.6995 0.58 Q V. 20.917 12.7034 0.58 Q V. 21.000 12.7074 0.58 Q V. 21.083 12.7110 0.51 Q V. 21.167 12.7145 0.51 Q V. 21.250 12.7180 0.51 Q V. 21.333 12.7218 0.54 Q V. 21.417 12.7255 0.54 Q V. 21.500 12.7293 0.54 Q V. 21.583 12.7327 0.50 Q V. 21.667 12.7362 0.50 Q V. 21.750 12.7396 0.50 Q V. 21.833 12.7434 0.54 Q V. 21.917 12.7471 0.54 Q V. 22.000 12.7508 0.54 Q V. 22.083 12.7542 0.50 Q V. 22.167 12.7576 0.50 Q V. 22.250 12.7610 0.50 Q V. 22.333 12.7647 0.53 Q V. 22.417 12.7684 0.53 Q V. 22.500 12.7720 0.53 Q V. 22.583 12.7752 0.46 Q V. 22.667 12.7784 0.46 Q V. 22.750 12.7816 0.46 Q V. 22.833 12.7846 0.44 Q V. 22.917 12.7876 0.44 Q V. 23.000 12.7906 0.44 Q V. 23.083 12.7935 0.43 Q V. 23.166 12.7964 0.43 Q V. 23.250 12.7994 0.43 Q V. 23.333 12.8023 0.42 Q V. 23.416 12.8051 0.42 Q V. 23.500 12.8080 0.42 Q V. 23.583 12.8109 0.42 Q V. 23.666 12.8138 0.42 Q V. 23.750 12.8166 0.42 Q V. 23.833 12.8195 0.41 Q V. 23.916 12.8223 0.41 Q V. 24.000 12.8252 0.41 Q V. 24.083 12.8276 0.35 Q V. 24.166 12.8300 0.35 Q V. 24.250 12.8323 0.35 Q V. 24.333 12.8334 0.15 Q V. 24.416 12.8344 0.15 Q V. 24.500 12.8354 0.15 Q V. 24.583 12.8360 0.08 Q V. 24.666 12.8365 0.08 Q V. 24.750 12.8370 0.08 Q V. 24.833 12.8374 0.05 Q V. 24.916 12.8377 0.05 Q V. 25.000 12.8380 0.05 Q V. 25.083 12.8382 0.03 Q V. 25.166 12.8384 0.03 Q V. 25.250 12.8386 0.03 Q V. 25.333 12.8387 0.02 Q V. 25.416 12.8389 0.02 Q V. 25.500 12.8390 0.02 Q V. 25.583 12.8390 0.01 Q V. 25.666 12.8391 0.01 Q V. 25.750 12.8392 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1545.0 10% 450.0 20% 375.0 30% 240.0 40% 240.0 50% 210.0 60% 195.0 70% 150.0 80% 45.0 90% 30.0 END OF FLOODSCx ROUTING ANALYSIS **************************************************************************** FLOOD ROUTING ANALYSIS ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Travertine Development * Unit Hydrograph Analysis - Existing Condition - Watershed B * 09-13-2021 ************************************************************************** FILE NAME: TRA-XBUH.DAT TIME/DATE OF STUDY: 15:21 09/13/2021 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 151.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.295 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 1.56 INCHES RCFC&WCD 1 -Hour Storm (5 -Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.58) *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.249 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.644 48.388 2 11.822 167.923 3 28.750 309.760 4 48.757 366.082 5 62.350 248.722 6 70.275 145.008 7 75.577 97.012 8 79.510 71.973 9 82.607 56.668 10 85.156 46.635 11 87.226 37.872 12 88.933 31.238 13 90.467 28.064 14 91.769 23.830 15 92.874 20.224 16 93.901 18.791 17 94.768 15.856 18 95.599 15.202 19 96.283 12.532 20 96.832 10.037 21 97.381 10.037 22 97.905 9.602 23 98.177 4.964 24 98.379 3.707 25 98.582 3.709 26 98.785 3.712 27 98.988 3.709 28 99.190 3.709 29 99.393 3.709 30 99.596 3.709 31 99.798 3.709 32 100.000 3.689 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0566 0.0224 0.0342 2 0.0604 0.0224 0.0380 3 0.0651 0.0224 0.0426 4 0.0732 0.0224 0.0508 5 0.0782 0.0224 0.0557 6 0.0913 0.0224 0.0689 7 0.1110 0.0224 0.0886 8 0.1242 0.0224 0.1018 9 0.2040 0.0224 0.1816 10 0.5310 0.0224 0.5086 11 0.1012 0.0224 0.0787 12 0.0638 0.0224 0.0414 TOTAL STORM RAINFALL(INCHES) = 1.56 TOTAL SOIL-LOSS(INCHES) = 0.27 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.29 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 3.3916 16.2690 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 0.083 0.0114 1.65 Q 0.167 0.0636 7.58 Q 0.250 0.1946 19.03 VQ 0.333 0.4281 33.90 .V Q 0.417 0.7508 46.85 .V Q 0.500 1.1534 58.46 . V Q 0.583 1.6435 71.16 . V Q . 0.667 2.2393 86.52 . V Q . 0.750 2.9871 108.58 . V Q 0.833 4.0617 156.03 . V. Q 0.917 5.6409 229.30 . . V 1.000 7.6759 295.48 . 1.083 9.7441 300.30 . 1.167 11.2756 222.38 . 1.250 12.2961 148.16 . Q 1.333 13.0001 102.23 • Q 1.417 13.5214 75.69 . Q 1.500 13.9333 59.81 . Q 1.583 14.2715 49.11 . Q 1.667 14.5514 40.63 . Q 1.750 14.7878 34.32 . Q 1.833 14.9949 30.07 • Q 1.917 15.1728 25.83 . Q 2.000 15.3267 22.36 . Q 2.083 15.4637 19.89 .Q 2.167 15.5823 17.21 .Q 2.250 15.6890 15.50 .Q 2.333 15.7791 13.09 .Q 2.417 15.8551 11.04 .Q 2.500 15.9245 10.07 .Q 2.583 15.9849 8.77 Q 2.667 16.0273 6.15 Q 2.750 16.0617 5.00 Q 2.833 16.0932 4.57 Q 2.917 16.1233 4.36 Q 3.000 16.1520 4.17 Q 3.083 16.1793 3.97 Q 3.167 16.2049 3.71 Q 3.250 16.2282 3.38 Q 3.333 16.2488 3.00 Q 3.417 16.2648 2.32 Q 3.500 16.2679 0.44 Q 3.583 16.2689 0.15 Q • Q V . Q. . V Q . Q V . V .V . V . V V V V V . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . V. V. V. V. V. V. V. V. V. V. V. V. V. V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 215.0 10% 95.0 20% 55.0 30% 40.0 40% 30.0 50% 25.0 60% 20.0 70% 20.0 80% 10.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 151.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.295 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY 5 -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.28 INCHES RCFC&WCD 3 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.249 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.644 48.388 2 11.822 167.923 3 28.750 309.760 4 48.757 366.082 5 62.350 248.722 6 70.275 145.008 7 75.577 97.012 8 79.510 71.973 9 82.607 56.668 10 85.156 46.635 11 87.226 37.872 12 88.933 31.238 13 90.467 28.064 14 91.769 23.830 15 92.874 20.224 16 93.901 18.791 17 94.768 15.856 18 95.599 15.202 19 96.283 12.532 20 96.832 10.037 21 97.381 10.037 22 97.905 9.602 23 98.177 4.964 24 98.379 3.707 25 98.582 3.709 26 98.785 3.712 27 98.988 3.709 28 99.190 3.709 29 99.393 3.709 30 99.596 3.709 31 99.798 3.709 32 100.000 3.689 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0296 0.0224 0.0072 2 0.0296 0.0224 0.0072 3 0.0251 0.0224 0.0027 4 0.0342 0.0224 0.0118 5 0.0342 0.0224 0.0118 6 0.0410 0.0224 0.0186 7 0.0342 0.0224 0.0118 8 0.0410 0.0224 0.0186 9 0.0410 0.0224 0.0186 10 0.0342 0.0224 0.0118 11 0.0365 0.0224 0.0141 12 0.0410 0.0224 0.0186 13 0.0502 0.0224 0.0277 14 0.0502 0.0224 0.0277 15 0.0502 0.0224 0.0277 16 0.0456 0.0224 0.0232 17 0.0593 0.0224 0.0369 18 0.0616 0.0224 0.0391 19 0.0547 0.0224 0.0323 20 0.0616 0.0224 0.0391 21 0.0752 0.0224 0.0528 22 0.0707 0.0224 0.0483 23 0.0661 0.0224 0.0437 24 0.0684 0.0224 0.0460 25 0.0707 0.0224 0.0483 26 0.0958 0.0224 0.0733 27 0.1140 0.0224 0.0916 28 0.0798 0.0224 0.0574 29 0.1550 0.0224 0.1326 30 0.1664 0.0224 0.1440 31 0.1870 0.0224 0.1645 32 0.1345 0.0224 0.1121 33 0.0456 0.0224 0.0232 34 0.0410 0.0224 0.0186 35 0.0410 0.0224 0.0186 36 0.0137 0.0123 0.0014 TOTAL STORM RAINFALL(INCHES) = 2.28 TOTAL SOIL-LOSS(INCHES) = 0.80 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.48 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 10.0475 18.6898 3 - HOU R S TOR M RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0024 0.35 Q 0.167 0.0132 1.56 Q 0.250 0.0378 3.58 Q 0.333 0.0784 5.90 VQ 0.417 0.1323 7.81 VQ 0.500 0.2035 10.35 V Q 0.583 0.3005 14.07 V Q 0.667 0.4210 17.50 V Q 0.750 0.5609 20.32 .V Q 0.833 0.7138 22.20 .V Q 0.917 0.8766 23.63 .V Q 1.000 1.0420 24.02 . V Q 1.083 1.2121 24.70 . V Q . 1.167 1.4030 27.71 • V Q . 1.250 1.6269 32.51 • V Q . 1.333 1.8820 37.04 . V Q . 1.417 2.1582 40.11 • V Q . 1.500 2.4550 43.09 . V Q . 1.583 2.7794 47.11 . V Q. 1.667 3.1371 51.95 . V Q 1.750 3.5237 56.12 . V .Q 1.833 3.9414 60.66 . V . Q 1.917 4.4003 66.64 . V. Q 2.000 4.8943 71.73 • V Q 2.083 5.4043 74.06 . .V Q 2.167 5.9325 76.69 . . V Q 2.250 6.5093 83.75 . V Q 2.333 7.1632 94.94 . V Q 2.417 7.9156 109.25 . V .Q 2.500 8.7829 125.94 . V . Q 2.583 9.8070 148.69 • V Q. 2.667 11.0331 178.03 • V Q . 2.750 12.3655 193.47 • V Q . 2.833 13.6281 183.32 . V. Q . 2.917 14.6618 150.10 . QV . 3.000 15.4331 111.99 . . Q V 3.083 16.0181 84.94 . . Q V 3.167 16.4739 66.19 . • Q V 3.250 16.8267 51.23 • Q V 3.333 17.1058 40.51 • Q . V 3.417 17.3354 33.34 . Q . V 3.500 17.5289 28.09 . Q V . 3.583 17.6943 24.02 . Q V . 3.667 17.8376 20.81 . Q V . 3.750 17.9611 17.92 . Q V . 3.833 18.0692 15.71 . Q V . 3.917 18.1644 13.82 . Q V . 4.000 18.2468 11.96 . Q V. 4.083 18.3174 10.24 . Q V. 4.167 18.3783 8.85 .Q V. 4.250 18.4304 7.57 .Q V. 4.333 18.4745 6.39 .Q V. 4.417 18.5096 5.11 .Q V. 4.500 18.5382 4.14 Q V. 4.583 18.5638 3.72 Q V. 4.667 18.5874 3.43 Q V. 4.750 18.6090 3.14 Q V. 4.833 18.6285 2.83 Q V. 4.917 18.6457 2.49 Q V. 5.000 18.6614 2.28 Q V. 5.083 18.6737 1.79 Q V. 5.167 18.6823 1.25 Q V. 5.250 18.6867 0.64 Q V. 5.333 18.6883 0.23 Q V. 5.417 18.6893 0.14 Q V. 5.500 18.6898 0.07 Q V. 5.583 18.6898 0.01 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 335.0 10% 180.0 20% 120.0 30% 85.0 40% 55.0 50% 40.0 60% 30.0 70% 25.0 80% 15.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 151.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.295 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.89 INCHES RCFC&WCD 6 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 28.249 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.644 48.388 2 11.822 167.923 3 28.750 309.760 4 48.757 366.082 5 62.350 248.722 6 70.275 145.008 7 75.577 97.012 8 79.510 71.973 9 82.607 56.668 10 85.156 46.635 11 87.226 37.872 12 88.933 31.238 13 90.467 28.064 14 91.769 23.830 15 92.874 20.224 16 93.901 18.791 17 94.768 15.856 18 95.599 15.202 19 96.283 12.532 20 96.832 10.037 21 97.381 10.037 22 97.905 9.602 23 98.177 4.964 24 98.379 3.707 25 98.582 3.709 26 98.785 3.712 27 98.988 3.709 28 99.190 3.709 29 99.393 3.709 30 99.596 3.709 31 99.798 3.709 32 100.000 3.689 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0145 0.0130 0.0014 2 0.0173 0.0156 0.0017 3 0.0173 0.0156 0.0017 4 0.0173 0.0156 0.0017 5 0.0173 0.0156 0.0017 6 0.0202 0.0182 0.0020 7 0.0202 0.0182 0.0020 8 0.0202 0.0182 0.0020 9 0.0202 0.0182 0.0020 10 0.0202 0.0182 0.0020 11 0.0202 0.0182 0.0020 12 0.0231 0.0208 0.0023 13 0.0231 0.0208 0.0023 14 0.0231 0.0208 0.0023 15 0.0231 0.0208 0.0023 16 0.0231 0.0208 0.0023 17 0.0231 0.0208 0.0023 18 0.0231 0.0208 0.0023 19 0.0231 0.0208 0.0023 20 0.0231 0.0208 0.0023 21 0.0231 0.0208 0.0023 22 0.0231 0.0208 0.0023 23 0.0231 0.0208 0.0023 24 0.0260 0.0224 0.0036 25 0.0231 0.0208 0.0023 26 0.0260 0.0224 0.0036 27 0.0260 0.0224 0.0036 28 0.0260 0.0224 0.0036 29 0.0260 0.0224 0.0036 30 0.0260 0.0224 0.0036 31 0.0260 0.0224 0.0036 32 0.0260 0.0224 0.0036 33 0.0289 0.0224 0.0065 34 0.0289 0.0224 0.0065 35 0.0289 0.0224 0.0065 36 0.0289 0.0224 0.0065 37 0.0289 0.0224 0.0065 38 0.0318 0.0224 0.0094 39 0.0318 0.0224 0.0094 40 0.0318 0.0224 0.0094 41 0.0347 0.0224 0.0123 42 0.0376 0.0224 0.0152 43 0.0405 0.0224 0.0180 44 0.0405 0.0224 0.0180 45 0.0434 0.0224 0.0209 46 0.0434 0.0224 0.0209 47 0.0462 0.0224 0.0238 48 0.0462 0.0224 0.0238 49 0.0491 0.0224 0.0267 50 0.0520 0.0224 0.0296 51 0.0549 0.0224 0.0325 52 0.0578 0.0224 0.0354 53 0.0607 0.0224 0.0383 54 0.0607 0.0224 0.0383 55 0.0636 0.0224 0.0412 56 0.0665 0.0224 0.0441 57 0.0694 0.0224 0.0469 58 0.0694 0.0224 0.0469 59 0.0723 0.0224 0.0498 60 0.0751 0.0224 0.0527 61 0.0896 0.0224 0.0672 62 0.1040 0.0224 0.0816 63 0.1127 0.0224 0.0903 64 0.1214 0.0224 0.0990 65 0.1358 0.0224 0.1134 66 0.1618 0.0224 0.1394 67 0.0549 0.0224 0.0325 68 0.0260 0.0224 0.0036 69 0.0173 0.0156 0.0017 70 0.0145 0.0130 0.0014 71 0.0087 0.0078 0.0009 72 0.0058 0.0052 0.0006 TOTAL STORM RAINFALL(INCHES) = 2.89 TOTAL SOIL-LOSS(INCHES) = 1.48 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.41 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 18.6997 17.7292 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0005 0.07 Q 0.167 0.0027 0.33 Q 0.250 0.0084 0.82 Q 0.333 0.0183 1.44 Q 0.417 0.0315 1.91 Q 0.500 0.0466 2.20 Q 0.583 0.0634 2.43 Q 0.667 0.0816 2.65 Q 0.750 0.1014 2.86 Q 0.833 0.1221 3.02 Q 0.917 0.1437 3.13 Q 1.000 0.1659 3.23 Q 1.083 0.1889 3.35 Q 1.167 0.2130 3.49 Q 1.250 0.2381 3.65 Q 1.333 0.2641 3.76 Q 1.417 0.2905 3.84 Q 1.500 0.3175 3.91 Q 1.583 0.3447 3.96 Q 1.667 0.3722 4.00 Q 1.750 0.4000 4.03 Q 1.833 0.4280 4.07 Q 1.917 0.4562 4.09 QV 2.000 0.4849 4.17 QV 2.083 0.5148 4.34 QV 2.167 0.5465 4.60 QV 2.250 0.5802 4.90 QV 2.333 0.6157 5.16 .Q 2.417 0.6537 5.51 .Q 2.500 0.6934 5.78 .Q 2.583 0.7343 5.94 .Q 2.667 0.7760 6.05 .Q 2.750 0.8193 6.28 .Q 2.833 0.8663 6.83 .Q 2.917 0.9199 7.78 .QV 3.000 0.9810 8.88 .QV 3.083 1.0474 9.64 .QV 3.167 1.1178 10.23 . Q 3.250 1.1938 11.02 . Q 3.333 1.2774 12.15 . Q 3.417 1.3707 13.54 . QV 3.500 1.4742 15.03 . Q 3.583 1.5920 17.10 . Q 3.667 1.7292 19.92 . Q 3.750 1.8878 23.04 . Q 3.833 2.0666 25.96 . VQ . 3.917 2.2637 28.62 . Q . 4.000 2.4788 31.24 . VQ . 4.083 2.7115 33.78 • Q . 4.167 2.9630 36.52 . VQ . 4.250 3.2354 39.56 . Q . 4.333 3.5329 43.19 . VQ . 4.417 3.8587 47.30 . VQ. 4.500 4.2136 51.54 . VQ 4.583 4.5965 55.59 . VQ 4.667 5.0053 59.36 . .Q 4.750 5.4396 63.06 . . Q 4.833 5.9014 67.05 .• Q 4.917 6.3908 71.06 . . Q 5.000 6.9062 74.85 . . QV 5.083 7.4513 79.14 . . QV . 5.167 8.0423 85.82 . QV . 5.250 8.7045 96.15 • Q. 5.333 9.4617 109.94 . .Q 5.417 10.3239 125.19 . . V Q 5.500 11.2992 141.62 . . V Q 5.583 12.3674 155.09 . V .Q 5.667 13.4402 155.77 • VQ 5.750 14.3733 135.48 • Q V 5.833 15.0563 99.18 . Q. V 5.917 15.5342 69.38 Q V 6.000 15.8904 51.73 Q V 6.083 16.1728 41.01 . Q . V . 6.167 16.4042 33.59 . Q V . 6.250 16.5969 27.99 . Q V . 6.333 16.7590 23.53 . Q V . 6.417 16.8973 20.08 • Q V . 6.500 17.0174 17.44 . Q V . 6.583 17.1214 15.10 . Q V . 6.667 17.2118 13.12 . Q V . 6.750 17.2910 11.51 . Q V. 6.833 17.3599 10.01 . Q V. 6.917 17.4199 8.71 .Q V. 7.000 17.4708 7.38 .Q V. 7.083 17.5136 6.22 .Q V. 7.167 17.5505 5.36 .Q V. 7.250 17.5813 4.48 Q V. 7.333 17.6055 3.50 Q V. 7.417 17.6261 2.99 Q V. 7.500 17.6451 2.76 Q V. 7.583 17.6627 2.56 Q V. 7.667 17.6789 2.35 Q V. 7.750 17.6933 2.10 Q V. 7.833 17.7056 1.79 Q V. 7.917 17.7156 1.45 Q V. 8.000 17.7231 1.09 Q V. 8.083 17.7277 0.67 Q V. 8.167 17.7287 0.15 Q V. 8.250 17.7290 0.03 Q V. 8.333 17.7291 0.02 Q V. 8.417 17.7291 0.01 Q V. 8.500 17.7292 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 510.0 10% 180.0 20% 135.0 30% 100.0 40% 75.0 50% 50.0 60% 40.0 70% 30.0 80% 25.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 40.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 151.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.295 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY 5 -GRAPH SELECTED UNIFORM MEAN SOIL-LO55(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.134 USER -ENTERED RAINFALL = 4.61 INCHES RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 84.746 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 14.405 87.863 2 60.461 280.904 3 79.231 114.487 4 87.105 48.022 5 91.703 28.047 6 94.756 18.618 7 96.832 12.663 8 98.154 8.062 9 98.785 3.849 10 99.362 3.520 11 99.745 2.335 12 99.936 1.168 13 100.000 0.389 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0092 0.0083 0.0009 2 0.0138 0.0124 0.0014 3 0.0138 0.0124 0.0014 4 0.0184 0.0166 0.0018 5 0.0138 0.0124 0.0014 6 0.0138 0.0124 0.0014 7 0.0138 0.0124 0.0014 8 0.0184 0.0166 0.0018 9 0.0184 0.0166 0.0018 10 0.0184 0.0166 0.0018 11 0.0231 0.0207 0.0023 12 0.0231 0.0207 0.0023 13 0.0231 0.0207 0.0023 14 0.0231 0.0207 0.0023 15 0.0231 0.0207 0.0023 16 0.0277 0.0249 0.0028 17 0.0277 0.0249 0.0028 18 0.0323 0.0290 0.0032 19 0.0323 0.0290 0.0032 20 0.0369 0.0332 0.0037 21 0.0277 0.0249 0.0028 22 0.0323 0.0290 0.0032 23 0.0369 0.0332 0.0037 24 0.0369 0.0332 0.0037 25 0.0415 0.0373 0.0041 26 0.0415 0.0373 0.0041 27 0.0461 0.0415 0.0046 28 0.0461 0.0415 0.0046 29 0.0461 0.0415 0.0046 30 0.0507 0.0456 0.0051 31 0.0553 0.0498 0.0055 32 0.0599 0.0539 0.0060 33 0.0692 0.0622 0.0069 34 0.0692 0.0622 0.0069 35 0.0738 0.0664 0.0074 36 0.0784 0.0705 0.0078 37 0.0876 0.0745 0.0131 38 0.0922 0.0735 0.0187 39 0.0968 0.0724 0.0244 40 0.1014 0.0714 0.0301 41 0.0692 0.0622 0.0069 42 0.0692 0.0622 0.0069 43 0.0922 0.0683 0.0239 44 0.0922 0.0673 0.0249 45 0.0876 0.0663 0.0213 46 0.0876 0.0653 0.0223 47 0.0784 0.0644 0.0140 48 0.0830 0.0634 0.0196 49 0.1153 0.0625 0.0528 50 0.1199 0.0615 0.0583 51 0.1291 0.0606 0.0685 52 0.1337 0.0597 0.0740 53 0.1567 0.0588 0.0980 54 0.1567 0.0579 0.0988 55 0.1060 0.0570 0.0490 56 0.1060 0.0561 0.0499 57 0.1245 0.0553 0.0692 58 0.1199 0.0544 0.0654 59 0.1199 0.0536 0.0662 60 0.1153 0.0528 0.0625 61 0.1106 0.0520 0.0587 62 0.1060 0.0512 0.0548 63 0.0876 0.0504 0.0372 64 0.0876 0.0496 0.0380 65 0.0184 0.0166 0.0018 66 0.0184 0.0166 0.0018 67 0.0138 0.0124 0.0014 68 0.0138 0.0124 0.0014 69 0.0231 0.0207 0.0023 70 0.0231 0.0207 0.0023 71 0.0231 0.0207 0.0023 72 0.0184 0.0166 0.0018 73 0.0184 0.0166 0.0018 74 0.0184 0.0166 0.0018 75 0.0138 0.0124 0.0014 76 0.0092 0.0083 0.0009 77 0.0138 0.0124 0.0014 78 0.0184 0.0166 0.0018 79 0.0138 0.0124 0.0014 80 0.0092 0.0083 0.0009 81 0.0138 0.0124 0.0014 82 0.0138 0.0124 0.0014 83 0.0138 0.0124 0.0014 84 0.0092 0.0083 0.0009 85 0.0138 0.0124 0.0014 86 0.0092 0.0083 0.0009 87 0.0138 0.0124 0.0014 88 0.0092 0.0083 0.0009 89 0.0138 0.0124 0.0014 90 0.0092 0.0083 0.0009 91 0.0092 0.0083 0.0009 92 0.0092 0.0083 0.0009 93 0.0092 0.0083 0.0009 94 0.0092 0.0083 0.0009 95 0.0092 0.0083 0.0009 96 0.0092 0.0083 0.0009 TOTAL STORM RAINFALL(INCHES) = 4.61 TOTAL SOIL-LOSS(INCHES) = 3.21 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ 40.5352 17.5801 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 15.0 30.0 45.0 60.0 0.083 0.0006 0.08 Q 0.167 0.0011 0.08 Q 0.250 0.0017 0.08 Q 0.333 0.0043 0.38 Q 0.417 0.0069 0.38 Q 0.500 0.0095 0.38 Q 0.583 0.0138 0.62 Q 0.667 0.0180 0.62 Q 0.750 0.0223 0.62 Q 0.833 0.0274 0.75 Q 0.917 0.0326 0.75 Q 1.000 0.0378 0.75 Q 1.083 0.0439 0.89 Q 1.167 0.0501 0.89 Q 1.250 0.0562 0.89 Q 1.333 0.0620 0.84 Q 1.417 0.0678 0.84 Q 1.500 0.0736 0.84 Q 1.583 0.0794 0.83 Q 1.667 0.0851 0.83 Q 1.750 0.0908 0.83 Q 1.833 0.0969 0.88 Q 1.917 0.1029 0.88 Q 2.000 0.1090 0.88 Q 2.083 0.1159 1.01 Q 2.167 0.1229 1.01 Q 2.250 0.1298 1.01 Q 2.333 0.1372 1.07 Q 2.417 0.1445 1.07 Q 2.500 0.1519 1.07 Q 2.583 0.1596 1.13 Q 2.667 0.1674 1.13 Q 2.750 0.1752 1.13 Q 2.833 0.1840 1.27 Q 2.917 0.1927 1.27 Q 3.000 0.2015 1.27 Q 3.083 0.2107 1.33 Q 3.167 0.2199 1.33 Q 3.250 0.2290 1.33 Q 3.333 0.2384 1.36 Q 3.417 0.2478 1.36 Q 3.500 0.2572 1.36 Q 3.583 0.2667 1.38 Q 3.667 0.2762 1.38 Q 3.750 0.2856 1.38 Q 3.833 0.2955 1.43 Q 3.917 0.3053 1.43 Q 4.000 0.3152 1.43 Q 4.083 0.3259 1.57 VQ 4.167 0.3367 1.57 VQ 4.250 0.3475 1.57 VQ 4.333 0.3590 1.66 VQ 4.417 0.3704 1.66 VQ 4.500 0.3819 1.66 VQ 4.583 0.3944 1.82 VQ 4.667 0.4069 1.82 VQ 4.750 0.4194 1.82 VQ 4.833 0.4327 1.93 VQ 4.917 0.4459 1.93 Q 5.000 0.4592 1.93 Q 5.083 0.4730 2.01 .Q 5.167 0.4868 2.01 .Q 5.250 0.5006 2.01 .Q 5.333 0.5134 1.86 .Q 5.417 0.5262 1.86 .Q 5.500 0.5390 1.86 .Q 5.583 0.5525 1.96 .Q 5.667 0.5660 1.96 .Q 5.750 0.5795 1.96 .Q 5.833 0.5941 2.12 .Q 5.917 0.6086 2.12 .Q 6.000 0.6232 2.12 .Q 6.083 0.6385 2.22 .Q 6.167 0.6538 2.22 .Q 6.250 0.6691 2.22 .Q 6.333 0.6855 2.38 .Q 6.417 0.7018 2.38 .Q 6.500 0.7182 2.38 .Q 6.583 0.7353 2.49 .Q 6.667 0.7524 2.49 .Q 6.750 0.7695 2.49 .Q 6.833 0.7878 2.65 .Q 6.917 0.8060 2.65 .Q 7.000 0.8242 2.65 .Q 7.083 0.8430 2.72 .Q 7.167 0.8617 2.72 .Q 7.250 0.8804 2.72 .QV 7.333 0.8997 2.80 .QV 7.417 0.9189 2.80 .QV 7.500 0.9382 2.80 .QV 7.583 0.9588 2.99 .QV 7.667 0.9793 2.99 .QV 7.750 0.9999 2.99 .QV 7.833 1.0221 3.22 . Q 7.917 1.0443 3.22 . Q 8.000 1.0665 3.22 . Q 8.083 1.0907 3.52 . Q 8.167 1.1149 3.52 . Q 8.250 1.1392 3.52 . Q 8.333 1.1658 3.87 . Q 8.417 1.1925 3.87 . Q 8.500 1.2191 3.87 . Q 8.583 1.2471 4.06 . Q 8.667 1.2751 4.06 . Q 8.750 1.3031 4.06 . Q 8.833 1.3327 4.31 . QV 8.917 1.3624 4.31 . QV 9.000 1.3920 4.31 . QV 9.083 1.4264 4.99 . Q 9.167 1.4608 4.99 . Q 9.250 1.4952 4.99 . Q 9.333 1.5439 7.07 . VQ 9.417 1.5926 7.07 . VQ 9.500 1.6413 7.07 . VQ 9.583 1.7089 9.81 . V Q 9.667 1.7765 9.81 . V Q 9.750 1.8441 9.81 . V Q . 9.833 1.9325 12.83 . V Q . 9.917 2.0208 12.83 • V Q . 10.000 2.1092 12.83 . V Q . 10.083 2.2021 13.48 . V Q . 10.167 2.2949 13.48 . V Q . 10.250 2.3877 13.48 . V Q . 10.333 2.4439 8.17 . Q . 10.417 2.5001 8.17 . Q . 10.500 2.5564 8.17 . Q 10.583 2.6088 7.62 . Q . 10.667 2.6613 7.62 . QV . 10.750 2.7138 7.62 . QV . 10.833 2.7947 11.75 . VQ . 10.917 2.8756 11.75 . VQ . 11.000 2.9565 11.75 • VQ . 11.083 3.0478 13.25 • V Q . 11.167 3.1390 13.25 • VQ . 11.250 3.2303 13.25 • VQ . 11.333 3.3197 12.98 . VQ . 11.417 3.4091 12.98 . VQ . 11.500 3.4985 12.98 . VQ . 11.583 3.5842 12.45 . Q . 11.667 3.6699 12.45 . Q . 11.750 3.7556 12.45 • Q . 11.833 3.8298 10.77 • QV . 11.917 3.9040 10.77 • QV . 12.000 3.9782 10.77 • Q V. 12.083 4.0777 14.44 . Q. 12.167 4.1771 14.44 . Q. 12.250 4.2766 14.44 . Q. 12.333 4.4457 24.55 . V Q 12.417 4.6148 24.55 • V Q 12.500 4.7839 24.55 . V Q 12.583 4.9963 30.84 . .V Q 12.667 5.2087 30.84 . .V Q 12.750 5.4211 30.84 . . V Q 12.833 5.6720 36.43 . . V Q 12.917 5.9229 36.43 . . V Q 13.000 6.1738 36.43 . . V Q . 13.083 6.4663 42.47 • V Q . 13.167 6.7588 42.47 • V Q . 13.250 7.0513 42.47 • V Q . 13.333 7.4039 51.19 • V . Q 13.417 7.7564 51.19 . V . Q 13.500 8.1090 51.19 . V . . Q 13.583 8.4595 50.89 . V.• Q 13.667 8.8100 50.89 . V• Q 13.750 9.1605 50.89 . V• Q 13.833 9.4284 38.90 . .V Q 13.917 9.6963 38.90 . . V Q 14.000 9.9641 38.90 . . V Q 14.083 10.2138 36.25 . . VQ 14.167 10.4635 36.25 . . VQ . 14.250 10.7131 36.25 . . Q . 14.333 10.9873 39.81 . . V Q . 14.417 11.2615 39.81 . VQ . 14.500 11.5356 39.81 • Q . 14.583 11.8124 40.18 • Q . 14.667 12.0891 40.18 • QV . 14.750 12.3659 40.18 • Q V . 14.833 12.6413 39.99 . Q V . 14.917 12.9167 39.99 . Q V. 15.000 13.1921 39.99 . Q V 15.083 13.4579 38.60 . Q V 15.167 13.7237 38.60 . Q V 15.250 13.9895 38.60 . . Q V 15.333 14.2428 36.78 . . Q . V 15.417 14.4961 36.78 . . Q . V 15.500 14.7494 36.78 . . Q . V 15.583 14.9809 33.62 . . Q V 15.667 15.2124 33.62 . . Q V 15.750 15.4439 33.62 . . Q V 15.833 15.6367 27.98 . Q . V 15.917 15.8294 27.98 . Q . V 16.000 16.0221 27.98 . Q . V 16.083 16.1777 22.60 . Q . V . 16.167 16.3334 22.60 . Q . V . 16.250 16.4890 22.60 . . Q V . 16.333 16.5680 11.47 . Q . V . 16.417 16.6470 11.47 . Q . V . 16.500 16.7260 11.47 . Q . V . 16.583 16.7722 6.71 . Q . V . 16.667 16.8184 6.71 . Q V . 16.750 16.8646 6.71 . Q V . 16.833 16.8953 4.46 . Q V . 16.917 16.9260 4.46 . Q V . 17.000 16.9568 4.46 . Q V . 17.083 16.9789 3.21 . Q V . 17.167 17.0010 3.21 . Q V . 17.250 17.0231 3.21 . Q V . 17.333 17.0411 2.61 .Q V . 17.417 17.0590 2.61 .Q V . 17.500 17.0770 2.61 .Q V . 17.583 17.0918 2.15 .Q V . 17.667 17.1067 2.15 .Q V . 17.750 17.1215 2.15 .Q V . 17.833 17.1338 1.78 .Q V . 17.917 17.1461 1.78 .Q V. 18.000 17.1584 1.78 .Q V. 18.083 17.1687 1.49 Q V. 18.167 17.1789 1.49 Q V. 18.250 17.1892 1.49 Q V. 18.333 17.1982 1.31 Q V. 18.417 17.2072 1.31 Q V. 18.500 17.2162 1.31 Q V. 18.583 17.2242 1.16 Q V. 18.667 17.2322 1.16 Q V. 18.750 17.2402 1.16 Q V. 18.833 17.2467 0.94 Q V. 18.917 17.2532 0.94 Q V. 19.000 17.2597 0.94 Q V. 19.083 17.2650 0.78 Q V. 19.167 17.2704 0.78 Q V. 19.250 17.2758 0.78 Q V. 19.333 17.2818 0.87 Q V. 19.417 17.2878 0.87 Q V. 19.500 17.2938 0.87 Q V. 19.583 17.3006 0.98 Q V. 19.667 17.3073 0.98 Q V. 19.750 17.3140 0.98 Q V. 19.833 17.3200 0.86 Q V. 19.917 17.3259 0.86 Q V. 20.000 17.3318 0.86 Q V. 20.083 17.3369 0.74 Q V. 20.167 17.3420 0.74 Q V. 20.250 17.3471 0.74 Q V. 20.333 17.3526 0.80 Q V. 20.417 17.3582 0.80 Q V. 20.500 17.3637 0.80 Q V. 20.583 17.3694 0.83 Q V. 20.667 17.3751 0.83 Q V. 20.750 17.3808 0.83 Q V. 20.833 17.3863 0.80 Q V. 20.917 17.3918 0.80 Q V. 21.000 17.3973 0.80 Q V. 21.083 17.4022 0.71 Q V. 21.167 17.4070 0.71 Q V. 21.250 17.4119 0.71 Q V. 21.333 17.4170 0.75 Q V. 21.417 17.4222 0.75 Q V. 21.500 17.4273 0.75 Q V. 21.583 17.4321 0.69 Q V. 21.667 17.4368 0.69 Q V. 21.750 17.4415 0.69 Q V. 21.833 17.4466 0.74 Q V. 21.917 17.4517 0.74 Q V. 22.000 17.4568 0.74 Q V. 22.083 17.4615 0.68 Q V. 22.167 17.4662 0.68 Q V. 22.250 17.4709 0.68 Q V. 22.333 17.4759 0.73 Q V. 22.417 17.4809 0.73 Q V. 22.500 17.4860 0.73 Q V. 22.583 17.4904 0.64 Q V. 22.667 17.4947 0.64 Q V. 22.750 17.4991 0.64 Q V. 22.833 17.5033 0.60 Q V. 22.917 17.5074 0.60 Q V. 23.000 17.5115 0.60 Q V. 23.083 17.5156 0.58 Q V. 23.166 17.5196 0.58 Q V. 23.250 17.5236 0.58 Q V. 23.333 17.5276 0.58 Q V. 23.416 17.5316 0.58 Q V. 23.500 17.5355 0.58 Q V. 23.583 17.5395 0.57 Q V. 23.666 17.5434 0.57 Q V. 23.750 17.5473 0.57 Q V. 23.833 17.5513 0.57 Q V. 23.916 17.5552 0.57 Q V. 24.000 17.5591 0.57 Q V. 24.083 17.5624 0.48 Q V. 24.166 17.5658 0.48 Q V. 24.250 17.5691 0.48 Q V. 24.333 17.5706 0.22 Q V. 24.416 17.5722 0.22 Q V. 24.500 17.5737 0.22 Q V. 24.583 17.5746 0.12 Q V. 24.666 17.5754 0.12 Q V. 24.750 17.5762 0.12 Q V. 24.833 17.5767 0.07 Q V. 24.916 17.5772 0.07 Q V. 25.000 17.5777 0.07 Q V. 25.083 17.5780 0.05 Q V. 25.166 17.5783 0.05 Q V. 25.250 17.5787 0.05 Q V. 25.333 17.5789 0.03 Q V. 25.416 17.5791 0.03 Q V. 25.500 17.5793 0.03 Q V. 25.583 17.5794 0.02 Q V. 25.666 17.5795 0.02 Q V. 25.750 25.833 25.916 26.000 26.083 26.166 26.250 17.5796 17.5797 17.5798 17.5798 17.5799 17.5799 17.5800 0.02 0.01 0.01 0.01 0.01 0.01 0.01 Q Q Q Q Q Q Q V. V. V. V. V. V. V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1575.0 10% 450.0 20% 375.0 30% 240.0 40% 240.0 50% 210.0 60% 195.0 70% 165.0 80% 45.0 90% 30.0 END OF FLOODSCx ROUTING ANALYSIS **************************************************************************** FLOOD ROUTING ANALYSIS ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * Travertine Development * Unit Hydrograph Analysis - Existing Condition - Watershed C * 09-13-2021 ************************************************************************** FILE NAME: TRA-XCUH.DAT TIME/DATE OF STUDY: 15:28 09/13/2021 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 400.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 252.600 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.283 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 1.56 INCHES RCFC&WCD 1 -Hour Storm (5 -Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.58) *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.446 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.792 85.306 2 12.696 302.535 3 30.896 555.990 4 51.304 623.453 5 64.121 391.548 6 71.690 231.212 7 76.748 154.526 8 80.584 117.160 9 83.576 91.415 10 86.031 74.999 11 88.014 60.594 12 89.721 52.123 13 91.167 44.168 14 92.425 38.452 15 93.517 33.356 16 94.483 29.504 17 95.349 26.457 18 96.133 23.936 19 96.714 17.758 20 97.286 17.466 21 97.846 17.126 22 98.158 9.540 23 98.370 6.460 24 98.581 6.460 25 98.793 6.451 26 99.004 6.460 27 99.215 6.451 28 99.426 6.451 29 99.638 6.451 30 99.849 6.451 31 100.000 4.621 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0566 0.0224 0.0342 2 0.0604 0.0224 0.0380 3 0.0651 0.0224 0.0426 4 0.0732 0.0224 0.0508 5 0.0782 0.0224 0.0557 6 0.0913 0.0224 0.0689 7 0.1110 0.0224 0.0886 8 0.1242 0.0224 0.1018 9 0.2040 0.0224 0.1816 10 0.5310 0.0224 0.5086 11 0.1012 0.0224 0.0787 12 0.0638 0.0224 0.0414 TOTAL STORM RAINFALL(INCHES) = 1.56 TOTAL SOIL-LOSS(INCHES) = 0.27 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.29 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 5.6624 27.1615 1 - HOU R S TOR M RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 0.083 0.0201 2.92 Q 0.167 0.1136 13.58 Q 0.250 0.3487 34.14 V Q 0.333 0.7597 59.67 .V Q 0.417 1.3170 80.92 .V Q 0.500 2.0082 100.36 . V Q . 0.583 2.8473 121.84 . V Q . 0.667 3.8677 148.17 • V Q. 0.750 5.1503 186.23 . V . Q 0.833 7.0023 268.90 . V Q . 0.917 9.7503 399.01 . V Q 1.000 13.2819 512.79 . V. Q 1.083 16.7583 504.77 . V Q 1.167 19.2247 358.13 • . Q V 1.250 20.8639 238.01 • Q V 1.333 21.9898 163.48 • Q . V 1.417 22.8327 122.39 • Q . V 1.500 23.4972 96.49 . Q V 1.583 24.0417 79.07 . Q V 1.667 24.4925 65.46 . Q V 1.750 24.8782 56.01 . Q V . 1.833 25.2078 47.85 . Q V . 1.917 25.4932 41.44 . Q V . 2.000 25.7406 35.93 . Q V . 2.083 25.9571 31.42 . Q V . 2.167 26.1474 27.64 .Q V . 2.250 26.3133 24.09 .Q V . 2.333 26.4486 19.65 .Q V . 2.417 26.5712 17.80 .Q V. 2.500 26.6790 15.66 .Q V. 2.583 26.7557 11.14 Q V. 2.667 26.8159 8.73 Q V. 2.750 26.8704 7.92 Q V. 2.833 26.9220 7.50 Q V. 2.917 26.9714 7.16 Q V. 3.000 27.0180 6.78 Q V. 3.083 27.0614 6.29 Q V. 3.167 27.1006 5.70 Q V. 3.250 27.1343 4.90 Q V. 3.333 27.1558 3.13 Q V. 3.417 27.1602 0.63 Q V. 3.500 27.1615 0.19 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 210.0 10% 90.0 20% 55.0 30% 40.0 40% 30.0 50% 25.0 60% 20.0 70% 15.0 80% 10.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 400.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 252.600 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.283 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.28 INCHES RCFC&WCD 3 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.446 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.792 85.306 2 12.696 302.535 3 30.896 555.990 4 51.304 623.453 5 64.121 391.548 6 71.690 231.212 7 76.748 154.526 8 80.584 117.160 9 83.576 91.415 10 86.031 74.999 11 88.014 60.594 12 89.721 52.123 13 91.167 44.168 14 92.425 38.452 15 93.517 33.356 16 94.483 29.504 17 95.349 26.457 18 96.133 23.936 19 96.714 17.758 20 97.286 17.466 21 97.846 17.126 22 98.158 9.540 23 98.370 6.460 24 98.581 6.460 25 98.793 6.451 26 99.004 6.460 27 99.215 6.451 28 99.426 6.451 29 99.638 6.451 30 99.849 6.451 31 100.000 4.621 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0296 0.0224 0.0072 2 0.0296 0.0224 0.0072 3 0.0251 0.0224 0.0027 4 0.0342 0.0224 0.0118 5 0.0342 0.0224 0.0118 6 0.0410 0.0224 0.0186 7 0.0342 0.0224 0.0118 8 0.0410 0.0224 0.0186 9 0.0410 0.0224 0.0186 10 0.0342 0.0224 0.0118 11 0.0365 0.0224 0.0141 12 0.0410 0.0224 0.0186 13 0.0502 0.0224 0.0277 14 0.0502 0.0224 0.0277 15 0.0502 0.0224 0.0277 16 0.0456 0.0224 0.0232 17 0.0593 0.0224 0.0369 18 0.0616 0.0224 0.0391 19 0.0547 0.0224 0.0323 20 0.0616 0.0224 0.0391 21 0.0752 0.0224 0.0528 22 0.0707 0.0224 0.0483 23 0.0661 0.0224 0.0437 24 0.0684 0.0224 0.0460 25 0.0707 0.0224 0.0483 26 0.0958 0.0224 0.0733 27 0.1140 0.0224 0.0916 28 0.0798 0.0224 0.0574 29 0.1550 0.0224 0.1326 30 0.1664 0.0224 0.1440 31 0.1870 0.0224 0.1645 32 0.1345 0.0224 0.1121 33 0.0456 0.0224 0.0232 34 0.0410 0.0224 0.0186 35 0.0410 0.0224 0.0186 36 0.0137 0.0123 0.0014 TOTAL STORM RAINFALL(INCHES) = 2.28 TOTAL SOIL-LOSS(INCHES) = 0.80 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.48 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 16.7746 31.2032 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 0.083 0.0042 0.62 Q 0.167 0.0235 2.80 Q 0.250 0.0678 6.43 Q 0.333 0.1390 10.33 VQ 0.417 0.2311 13.38 VQ 0.500 0.3542 17.86 VQ 0.583 0.5220 24.37 V Q 0.667 0.7289 30.05 V Q 0.750 0.9675 34.64 .V Q 0.833 1.2271 37.69 .V Q 0.917 1.5030 40.07 .V Q 1.000 1.7811 40.37 . V Q 1.083 2.0675 41.58 . V Q 1.167 2.3918 47.10 . VQ 1.250 2.7742 55.52 . V Q . 1.333 3.2084 63.04 . V Q . 1.417 3.6757 67.85 . V Q . 1.500 4.1772 72.81 . V Q . 1.583 4.7275 79.91 . VQ . 1.667 5.3350 88.20 . V Q . 1.750 5.9880 94.82 . V Q. 1.833 6.6945 102.59 • V Q 1.917 7.4732 113.06 . V.Q 2.000 8.3089 121.34 . V Q 2.083 9.1671 124.62 . .VQ 2.167 10.0559 129.05 . . Q 2.250 11.0309 141.57 . . Q 2.333 12.1434 161.53 . . VQ . 2.417 13.4235 185.87 • VQ . 2.500 14.8947 213.61 • V.Q 2.583 16.6422 253.74 . .V Q 2.667 18.7406 304.68 • . V Q 2.750 21.0005 328.13 . . V . Q 2.833 23.1106 306.39 . VQ 2.917 24.8006 245.39 . Q .V 3.000 26.0479 181.10 . . Q . . V 3.083 26.9970 137.82 . . Q . V 3.167 27.7333 106.91 • Q V 3.250 28.2983 82.03 . Q . V 3.333 28.7463 65.05 • Q • V 3.417 29.1148 53.51 • Q V . 3.500 29.4248 45.01 . Q V . 3.583 29.6893 38.41 . Q V . 3.667 29.9164 32.98 . Q V . 3.750 30.1127 28.49 . Q V . 3.833 30.2846 24.97 . Q V . 3.917 30.4330 21.54 . Q V. 4.000 30.5596 18.37 .Q V. 4.083 30.6683 15.79 .Q V. 4.167 30.7605 13.40 .Q V. 4.250 30.8382 11.28 .Q V. 4.333 30.9005 9.04 Q V. 4.417 30.9504 7.25 Q V. 4.500 30.9946 6.42 Q V. 4.583 31.0353 5.90 Q V. 4.667 31.0721 5.34 Q V. 4.750 31.1049 4.77 Q V. 4.833 31.1340 4.23 Q V. 4.917 31.1597 3.73 Q V. 5.000 31.1793 2.85 Q V. 5.083 31.1923 1.88 Q V. 5.167 31.1986 0.92 Q V. 5.250 31.2011 0.36 Q V. 5.333 31.2025 0.22 Q V. 5.417 31.2032 0.09 Q V. 5.500 31.2032 0.01 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 330.0 10% 180.0 20% 115.0 30% 85.0 40% 55.0 50% 40.0 60% 30.0 70% 25.0 80% 15.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 400.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #3) WATERSHED AREA = 252.600 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.283 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 USER -ENTERED RAINFALL = 2.89 INCHES RCFC&WCD 6 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 29.446 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.792 85.306 2 12.696 302.535 3 30.896 555.990 4 51.304 623.453 5 64.121 391.548 6 71.690 231.212 7 76.748 154.526 8 80.584 117.160 9 83.576 91.415 10 86.031 74.999 11 88.014 60.594 12 89.721 52.123 13 91.167 44.168 14 92.425 38.452 15 93.517 33.356 16 94.483 29.504 17 95.349 26.457 18 96.133 23.936 19 96.714 17.758 20 97.286 17.466 21 97.846 17.126 22 98.158 9.540 23 98.370 6.460 24 98.581 6.460 25 98.793 6.451 26 99.004 6.460 27 99.215 6.451 28 99.426 6.451 29 99.638 6.451 30 99.849 6.451 31 100.000 4.621 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0145 0.0130 0.0014 2 0.0173 0.0156 0.0017 3 0.0173 0.0156 0.0017 4 0.0173 0.0156 0.0017 5 0.0173 0.0156 0.0017 6 0.0202 0.0182 0.0020 7 0.0202 0.0182 0.0020 8 0.0202 0.0182 0.0020 9 0.0202 0.0182 0.0020 10 0.0202 0.0182 0.0020 11 0.0202 0.0182 0.0020 12 0.0231 0.0208 0.0023 13 0.0231 0.0208 0.0023 14 0.0231 0.0208 0.0023 15 0.0231 0.0208 0.0023 16 0.0231 0.0208 0.0023 17 0.0231 0.0208 0.0023 18 0.0231 0.0208 0.0023 19 0.0231 0.0208 0.0023 20 0.0231 0.0208 0.0023 21 0.0231 0.0208 0.0023 22 0.0231 0.0208 0.0023 23 0.0231 0.0208 0.0023 24 0.0260 0.0224 0.0036 25 0.0231 0.0208 0.0023 26 0.0260 0.0224 0.0036 27 0.0260 0.0224 0.0036 28 0.0260 0.0224 0.0036 29 0.0260 0.0224 0.0036 30 0.0260 0.0224 0.0036 31 0.0260 0.0224 0.0036 32 0.0260 0.0224 0.0036 33 0.0289 0.0224 0.0065 34 0.0289 0.0224 0.0065 35 0.0289 0.0224 0.0065 36 0.0289 0.0224 0.0065 37 0.0289 0.0224 0.0065 38 0.0318 0.0224 0.0094 39 0.0318 0.0224 0.0094 40 0.0318 0.0224 0.0094 41 0.0347 0.0224 0.0123 42 0.0376 0.0224 0.0152 43 0.0405 0.0224 0.0180 44 0.0405 0.0224 0.0180 45 0.0434 0.0224 0.0209 46 0.0434 0.0224 0.0209 47 0.0462 0.0224 0.0238 48 0.0462 0.0224 0.0238 49 0.0491 0.0224 0.0267 50 0.0520 0.0224 0.0296 51 0.0549 0.0224 0.0325 52 0.0578 0.0224 0.0354 53 0.0607 0.0224 0.0383 54 0.0607 0.0224 0.0383 55 0.0636 0.0224 0.0412 56 0.0665 0.0224 0.0441 57 0.0694 0.0224 0.0469 58 0.0694 0.0224 0.0469 59 0.0723 0.0224 0.0498 60 0.0751 0.0224 0.0527 61 0.0896 0.0224 0.0672 62 0.1040 0.0224 0.0816 63 0.1127 0.0224 0.0903 64 0.1214 0.0224 0.0990 65 0.1358 0.0224 0.1134 66 0.1618 0.0224 0.1394 67 0.0549 0.0224 0.0325 68 0.0260 0.0224 0.0036 69 0.0173 0.0156 0.0017 70 0.0145 0.0130 0.0014 71 0.0087 0.0078 0.0009 72 0.0058 0.0052 0.0006 TOTAL STORM RAINFALL(INCHES) = 2.89 TOTAL SOIL-LOSS(INCHES) = 1.48 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.41 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 31.2198 29.5994 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0008 0.12 Q 0.167 0.0049 0.59 Q 0.250 0.0150 1.48 Q 0.333 0.0325 2.54 Q 0.417 0.0551 3.28 Q 0.500 0.0810 3.76 Q 0.583 0.1095 4.13 Q 0.667 0.1405 4.51 Q 0.750 0.1739 4.85 Q 0.833 0.2091 5.10 Q 0.917 0.2454 5.28 Q 1.000 0.2829 5.44 Q 1.083 0.3217 5.64 Q 1.167 0.3623 5.90 Q 1.250 0.4047 6.16 Q 1.333 0.4484 6.34 Q 1.417 0.4929 6.47 Q 1.500 0.5382 6.57 Q 1.583 0.5839 6.65 Q 1.667 0.6302 6.71 Q 1.750 0.6768 6.77 Q 1.833 0.7237 6.82 Q 1.917 0.7709 6.85 QV 2.000 0.8190 6.99 QV 2.083 0.8693 7.29 QV 2.167 0.9227 7.75 .Q 2.250 0.9795 8.25 .Q 2.333 1.0393 8.69 .Q 2.417 1.1034 9.30 .Q 2.500 1.1703 9.72 .Q 2.583 1.2391 9.99 .Q 2.667 1.3090 10.16 .Q 2.750 1.3816 10.54 .Q 2.833 1.4609 11.52 .Q 2.917 1.5519 13.21 .QV 3.000 1.6558 15.08 . Q 3.083 1.7679 16.28 . Q 3.167 1.8866 17.24 . Q 3.250 2.0148 18.61 . Q 3.333 2.1567 20.60 . Q 3.417 2.3147 22.95 • Q 3.500 2.4899 25.44 . Q 3.583 2.6899 29.04 . Q 3.667 2.9237 33.95 . VQ 3.750 3.1938 39.21 . VQ 3.833 3.4973 44.08 • VQ 3.917 3.8314 48.51 • VQ 4.000 4.1957 52.90 . V Q 4.083 4.5895 57.17 • VQ 4.167 5.0150 61.79 . V Q 4.250 5.4759 66.92 . VQ . 4.333 5.9797 73.16 . VQ. 4.417 6.5316 80.12 . V Q 4.500 7.1325 87.26 . V.Q 4.583 7.7801 94.03 • V Q 4.667 8.4707 100.27 . .V Q 4.750 9.2040 106.48 . . V Q 4.833 9.9840 113.26 . . V Q 4.917 10.8101 119.95 . VQ 5.000 11.6794 126.22 . VQ 5.083 12.5987 133.48 . Q . 5.167 13.5976 145.05 • VQ. 5.250 14.7208 163.09 • V.Q 5.333 16.0079 186.89 . .V Q 5.417 17.4726 212.68 . . V Q . 5.500 19.1283 240.41 . V . Q 5.583 20.9406 263.14 . V . Q 5.667 22.7480 262.44 . V Q 5.750 24.2869 223.44 . Q. V 5.833 25.3844 159.36 . .Q . V 5.917 26.1498 111.14 . . Q V 6.000 26.7219 83.07 . .Q V 6.083 27.1766 66.02 . Q . V . 6.167 27.5479 53.91 Q . V . 6.250 27.8565 44.81 . Q . V . 6.333 28.1155 37.61 . Q . V . 6.417 28.3368 32.13 • Q V . 6.500 28.5271 27.63 . Q V . 6.583 28.6917 23.90 . Q V . 6.667 28.8343 20.71 . Q V . 6.750 28.9582 17.99 . Q V. 6.833 29.0652 15.54 . Q V. 6.917 29.1563 13.23 .Q V. 7.000 29.2321 11.00 .Q V. 7.083 29.2969 9.41 .Q V. 7.167 29.3512 7.88 .Q V. 7.250 29.3935 6.15 Q V. 7.333 29.4290 5.16 Q V. 7.417 29.4615 4.71 Q V. 7.500 29.4915 4.36 Q V. 7.583 29.5189 3.97 Q V. 7.667 29.5430 3.50 Q V. 7.750 29.5633 2.95 Q V. 7.833 29.5795 2.35 Q V. 7.917 29.5911 1.69 Q V. 8.000 29.5974 0.91 Q V. 8.083 29.5988 0.20 Q V. 8.167 29.5991 0.05 Q V. 8.250 29.5993 0.03 Q V. 8.333 29.5994 0.02 Q V. 8.417 29.5994 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 505.0 10% 180.0 20% 135.0 30% 100.0 40% 75.0 50% 50.0 60% 40.0 70% 30.0 80% 25.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 400.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #4) WATERSHED AREA = 252.600 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.283 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.269 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.900 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.134 USER -ENTERED RAINFALL = 4.61 INCHES RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 88.339 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 15.461 157.442 2 62.372 477.687 3 80.303 182.587 4 87.922 77.589 5 92.370 45.289 6 95.321 30.058 7 97.282 19.962 8 98.370 11.079 9 99.004 6.457 10 99.602 6.086 11 99.900 3.043 12 100.000 1.014 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0092 0.0083 0.0009 2 0.0138 0.0124 0.0014 3 0.0138 0.0124 0.0014 4 0.0184 0.0166 0.0018 5 0.0138 0.0124 0.0014 6 0.0138 0.0124 0.0014 7 0.0138 0.0124 0.0014 8 0.0184 0.0166 0.0018 9 0.0184 0.0166 0.0018 10 0.0184 0.0166 0.0018 11 0.0231 0.0207 0.0023 12 0.0231 0.0207 0.0023 13 0.0231 0.0207 0.0023 14 0.0231 0.0207 0.0023 15 0.0231 0.0207 0.0023 16 0.0277 0.0249 0.0028 17 0.0277 0.0249 0.0028 18 0.0323 0.0290 0.0032 19 0.0323 0.0290 0.0032 20 0.0369 0.0332 0.0037 21 0.0277 0.0249 0.0028 22 0.0323 0.0290 0.0032 23 0.0369 0.0332 0.0037 24 0.0369 0.0332 0.0037 25 0.0415 0.0373 0.0041 26 0.0415 0.0373 0.0041 27 0.0461 0.0415 0.0046 28 0.0461 0.0415 0.0046 29 0.0461 0.0415 0.0046 30 0.0507 0.0456 0.0051 31 0.0553 0.0498 0.0055 32 0.0599 0.0539 0.0060 33 0.0692 0.0622 0.0069 34 0.0692 0.0622 0.0069 35 0.0738 0.0664 0.0074 36 0.0784 0.0705 0.0078 37 0.0876 0.0745 0.0131 38 0.0922 0.0735 0.0187 39 0.0968 0.0724 0.0244 40 0.1014 0.0714 0.0301 41 0.0692 0.0622 0.0069 42 0.0692 0.0622 0.0069 43 0.0922 0.0683 0.0239 44 0.0922 0.0673 0.0249 45 0.0876 0.0663 0.0213 46 0.0876 0.0653 0.0223 47 0.0784 0.0644 0.0140 48 0.0830 0.0634 0.0196 49 0.1153 0.0625 0.0528 50 0.1199 0.0615 0.0583 51 0.1291 0.0606 0.0685 52 0.1337 0.0597 0.0740 53 0.1567 0.0588 0.0980 54 0.1567 0.0579 0.0988 55 0.1060 0.0570 0.0490 56 0.1060 0.0561 0.0499 57 0.1245 0.0553 0.0692 58 0.1199 0.0544 0.0654 59 0.1199 0.0536 0.0662 60 0.1153 0.0528 0.0625 61 0.1106 0.0520 0.0587 62 0.1060 0.0512 0.0548 63 0.0876 0.0504 0.0372 64 0.0876 0.0496 0.0380 65 0.0184 0.0166 0.0018 66 0.0184 0.0166 0.0018 67 0.0138 0.0124 0.0014 68 0.0138 0.0124 0.0014 69 0.0231 0.0207 0.0023 70 0.0231 0.0207 0.0023 71 0.0231 0.0207 0.0023 72 0.0184 0.0166 0.0018 73 0.0184 0.0166 0.0018 74 0.0184 0.0166 0.0018 75 0.0138 0.0124 0.0014 76 0.0092 0.0083 0.0009 77 0.0138 0.0124 0.0014 78 0.0184 0.0166 0.0018 79 0.0138 0.0124 0.0014 80 0.0092 0.0083 0.0009 81 0.0138 0.0124 0.0014 82 0.0138 0.0124 0.0014 83 0.0138 0.0124 0.0014 84 0.0092 0.0083 0.0009 85 0.0138 0.0124 0.0014 86 0.0092 0.0083 0.0009 87 0.0138 0.0124 0.0014 88 0.0092 0.0083 0.0009 89 0.0138 0.0124 0.0014 90 0.0092 0.0083 0.0009 91 0.0092 0.0083 0.0009 92 0.0092 0.0083 0.0009 93 0.0092 0.0083 0.0009 94 0.0092 0.0083 0.0009 95 0.0092 0.0083 0.0009 96 0.0092 0.0083 0.0009 TOTAL STORM RAINFALL(INCHES) = 4.61 TOTAL SOIL-LOSS(INCHES) = 3.21 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.40 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ 67.6748 29.3505 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 22.5 45.0 67.5 90.0 0.083 0.0010 0.15 Q 0.167 0.0020 0.15 Q 0.250 0.0030 0.15 Q 0.333 0.0075 0.66 Q 0.417 0.0121 0.66 Q 0.500 0.0166 0.66 Q 0.583 0.0238 1.05 Q 0.667 0.0310 1.05 Q 0.750 0.0382 1.05 Q 0.833 0.0470 1.28 Q 0.917 0.0558 1.28 Q 1.000 0.0646 1.28 Q 1.083 0.0749 1.50 Q 1.167 0.0852 1.50 Q 1.250 0.0956 1.50 Q 1.333 0.1053 1.41 Q 1.417 0.1150 1.41 Q 1.500 0.1248 1.41 Q 1.583 0.1344 1.40 Q 1.667 0.1440 1.40 Q 1.750 0.1536 1.40 Q 1.833 0.1638 1.47 Q 1.917 0.1739 1.47 Q 2.000 0.1841 1.47 Q 2.083 0.1957 1.70 Q 2.167 0.2074 1.70 Q 2.250 0.2191 1.70 Q 2.333 0.2314 1.79 Q 2.417 0.2437 1.79 Q 2.500 0.2560 1.79 Q 2.583 0.2691 1.90 Q 2.667 0.2822 1.90 Q 2.750 0.2952 1.90 Q 2.833 0.3099 2.14 Q 2.917 0.3246 2.14 Q 3.000 0.3394 2.14 Q 3.083 0.3548 2.24 Q 3.167 0.3702 2.24 Q 3.250 0.3856 2.24 Q 3.333 0.4013 2.28 VQ 3.417 0.4169 2.28 VQ 3.500 0.4326 2.28 VQ 3.583 0.4485 2.30 VQ 3.667 0.4644 2.30 VQ 3.750 0.4803 2.30 VQ 3.833 0.4967 2.39 VQ 3.917 0.5132 2.39 VQ 4.000 0.5297 2.39 VQ 4.083 0.5478 2.63 VQ 4.167 0.5659 2.63 VQ 4.250 0.5839 2.63 VQ 4.333 0.6031 2.79 VQ 4.417 0.6223 2.79 VQ 4.500 0.6416 2.79 VQ 4.583 0.6625 3.05 VQ 4.667 0.6835 3.05 VQ 4.750 0.7045 3.05 VQ 4.833 0.7268 3.23 VQ 4.917 0.7490 3.23 Q 5.000 0.7712 3.23 Q 5.083 0.7943 3.35 .Q 5.167 0.8174 3.35 .Q 5.250 0.8405 3.35 .Q 5.333 0.8619 3.10 .Q 5.417 0.8833 3.10 .Q 5.500 0.9046 3.10 .Q 5.583 0.9272 3.28 .Q 5.667 0.9498 3.28 .Q 5.750 0.9724 3.28 .Q 5.833 0.9968 3.55 .Q 5.917 1.0213 3.55 .Q 6.000 1.0457 3.55 .Q 6.083 1.0713 3.72 .Q 6.167 1.0969 3.72 .Q 6.250 1.1225 3.72 .Q 6.333 1.1499 3.98 .Q 6.417 1.1774 3.98 .Q 6.500 1.2048 3.98 .Q 6.583 1.2335 4.16 .Q 6.667 1.2621 4.16 .Q 6.750 1.2908 4.16 .Q 6.833 1.3214 4.44 .Q 6.917 1.3519 4.44 .Q 7.000 1.3825 4.44 .Q 7.083 1.4138 4.55 .VQ 7.167 1.4452 4.55 .VQ 7.250 1.4765 4.55 . Q 7.333 1.5088 4.68 . Q 7.417 1.5410 4.68 . Q 7.500 1.5732 4.68 . Q 7.583 1.6077 5.01 . Q 7.667 1.6422 5.01 . Q 7.750 1.6766 5.01 . Q 7.833 1.7139 5.40 . Q 7.917 1.7511 5.40 . Q 8.000 1.7883 5.40 . Q 8.083 1.8290 5.90 . Q 8.167 1.8696 5.90 . Q 8.250 1.9103 5.90 . Q 8.333 1.9550 6.49 . Q 8.417 1.9997 6.49 . Q 8.500 2.0445 6.49 . Q 8.583 2.0914 6.81 . VQ 8.667 2.1383 6.81 . VQ 8.750 2.1851 6.81 . VQ 8.833 2.2349 7.22 . Q 8.917 2.2846 7.22 . Q 9.000 2.3343 7.22 . Q 9.083 2.3923 8.42 . Q 9.167 2.4504 8.42 . Q 9.250 2.5084 8.42 . Q 9.333 2.5909 11.98 . V Q 9.417 2.6734 11.98 . V Q 9.500 2.7560 11.98 . V Q . 9.583 2.8705 16.63 . V Q . 9.667 2.9850 16.63 . V Q . 9.750 3.0995 16.63 . V Q . 9.833 3.2490 21.71 • V Q. 9.917 3.3986 21.71 • V Q. 10.000 3.5481 21.71 • V Q. 10.083 3.7032 22.51 . V Q 10.167 3.8582 22.51 . V Q 10.250 4.0133 22.51 . V Q 10.333 4.1054 13.37 . Q 10.417 4.1974 13.37 • Q 10.500 4.2894 13.37 • Q 10.583 4.3776 12.79 • Q 10.667 4.4657 12.79 • QV 10.750 4.5538 12.79 . QV . 10.833 4.6907 19.87 . V Q . 10.917 4.8275 19.87 . V Q . 11.000 4.9644 19.87 . V Q . 11.083 5.1174 22.22 . V Q. 11.167 5.2704 22.22 . V Q. 11.250 5.4234 22.22 . V Q. 11.333 5.5728 21.69 • V Q. 11.417 5.7222 21.69 . V Q. 11.500 5.8716 21.69 . VQ. 11.583 6.0144 20.73 . VQ. 11.667 6.1572 20.73 . VQ. 11.750 6.3000 20.73 . VQ. 11.833 6.4237 17.96 . QV . 11.917 6.5474 17.96 . QV . 12.000 6.6711 17.96 . Q V. 12.083 6.8400 24.53 • VQ 12.167 7.0090 24.53 . VQ 12.250 7.1779 24.53 . VQ . 12.333 7.4649 41.67 . V Q . 12.417 7.7519 41.67 . V Q . 12.500 8.0389 41.67 • V Q . 12.583 8.3974 52.06 . .V . Q 12.667 8.7559 52.06 . .V . Q 12.750 9.1144 52.06 . . V . Q . 12.833 9.5375 61.43 . . V Q . 12.917 9.9606 61.43 . . V Q . 13.000 10.3837 61.43 . . V Q . 13.083 10.8773 71.67 . V .Q 13.167 11.3709 71.67 • V .Q 13.250 11.8645 71.67 • V .Q . 13.333 12.4591 86.33 • V . Q . 13.417 13.0536 86.33 • V . Q . 13.500 13.6481 86.33 . V . Q . 13.583 14.2336 85.00 . V. Q . 13.667 14.8190 85.00 . V Q . 13.750 15.4044 85.00 . V Q . 13.833 15.8477 64.37 . .V Q . 13.917 16.2911 64.37 • . V Q . 14.000 16.7344 64.37 • . V Q . 14.083 17.1513 60.54 . . V Q . 14.167 17.5683 60.54 . . V Q . 14.250 17.9852 60.54 . . V Q . 14.333 18.4444 66.68 . V Q. 14.417 18.9037 66.68 . V Q. 14.500 19.3629 66.68 . V Q. 14.583 19.8252 67.12 . V Q. 14.667 20.2875 67.12 . V Q. 14.750 20.7497 67.12 . VQ. 14.833 21.2091 66.70 . VQ. 14.917 21.6685 66.70 . Q. 15.000 22.1279 66.70 . QV 15.083 22.5707 64.30 . Q V 15.167 23.0135 64.30 . Q V 15.250 23.4563 64.30 . Q V 15.333 23.8786 61.30 . Q . V 15.417 24.3008 61.30 . . Q . V 15.500 24.7230 61.30 . . Q . V 15.583 25.1072 55.80 . . Q . V 15.667 25.4915 55.80 . . Q . V 15.750 25.8758 55.80 . . Q V 15.833 26.1940 46.21 • Q V 15.917 26.5123 46.21 • Q V 16.000 26.8306 46.21 • Q V 16.083 27.0857 37.04 . Q • V . 16.167 27.3408 37.04 . Q • V . 16.250 27.5959 37.04 . Q • V . 16.333 27.7216 18.26 . Q . V . 16.417 27.8474 18.26 . Q . V . 16.500 27.9731 18.26 Q . V . 16.583 28.0466 10.66 . Q V . 16.667 28.1200 10.66 . Q V . 16.750 28.1934 10.66 . Q V . 16.833 28.2417 7.01 . Q V . 16.917 28.2900 7.01 . Q V . 17.000 28.3383 7.01 . Q V . 17.083 28.3729 5.02 . Q V . 17.167 28.4075 5.02 . Q V . 17.250 28.4421 5.02 . Q V . 17.333 28.4703 4.10 .Q V . 17.417 28.4985 4.10 .Q V . 17.500 28.5268 4.10 .Q V . 17.583 28.5501 3.38 .Q V . 17.667 28.5734 3.38 .Q V . 17.750 28.5967 3.38 .Q V . 17.833 28.6163 2.85 .Q V 17.917 28.6359 2.85 .Q V. 18.000 28.6556 2.85 .Q V. 18.083 28.6719 2.38 .Q V. 18.167 28.6883 2.38 .Q V. 18.250 28.7047 2.38 .Q V. 18.333 28.7190 2.08 Q V. 18.417 28.7333 2.08 Q V. 18.500 28.7476 2.08 Q V. 18.583 28.7606 1.88 Q V. 18.667 28.7735 1.88 Q V. 18.750 28.7864 1.88 Q V. 18.833 28.7970 1.53 Q V. 18.917 28.8076 1.53 Q V. 19.000 28.8181 1.53 Q V. 19.083 28.8270 1.29 Q V. 19.167 28.8360 1.29 Q V. 19.250 28.8449 1.29 Q V. 19.333 28.8549 1.46 Q V. 19.417 28.8650 1.46 Q V. 19.500 28.8751 1.46 Q V. 19.583 28.8863 1.64 Q V. 19.667 28.8976 1.64 Q V. 19.750 28.9089 1.64 Q V. 19.833 28.9187 1.43 Q V. 19.917 28.9285 1.43 Q V. 20.000 28.9383 1.43 Q V. 20.083 28.9468 1.22 Q V. 20.167 28.9552 1.22 Q V. 20.250 28.9636 1.22 Q V. 20.333 28.9729 1.34 Q V. 20.417 28.9821 1.34 Q V. 20.500 28.9914 1.34 Q V. 20.583 29.0009 1.39 Q V. 20.667 29.0105 1.39 Q V. 20.750 29.0200 1.39 Q V. 20.833 29.0291 1.32 Q V. 20.917 29.0383 1.32 Q V. 21.000 29.0474 1.32 Q V. 21.083 29.0555 1.18 Q V. 21.167 29.0636 1.18 Q V. 21.250 29.0717 1.18 Q V. 21.333 29.0803 1.24 Q V. 21.417 29.0888 1.24 Q V. 21.500 29.0974 1.24 Q V. 21.583 29.1053 1.15 Q V. 21.667 29.1132 1.15 Q V. 21.750 29.1211 1.15 Q V. 21.833 29.1296 1.23 Q V. 21.917 29.1381 1.23 Q V. 22.000 29.1465 1.23 Q V. 22.083 29.1544 1.14 Q V. 22.167 29.1622 1.14 Q V. 22.250 29.1700 1.14 Q V. 22.333 29.1784 1.22 Q V. 22.417 29.1868 1.22 Q V. 22.500 29.1952 1.22 Q V. 22.583 29.2025 1.06 Q V. 22.667 29.2098 1.06 Q V. 22.750 29.2171 1.06 Q V. 22.833 29.2240 1.00 Q V. 22.917 29.2309 1.00 Q V. 23.000 29.2378 1.00 Q V. 23.083 29.2445 0.97 Q V. 23.166 29.2512 0.97 Q V. 23.250 29.2579 0.97 Q V. 23.333 29.2645 0.96 Q V. 23.416 29.2711 0.96 Q V. 23.500 29.2777 0.96 Q V. 23.583 29.2843 0.95 Q V. 23.666 29.2908 0.95 Q V. 23.750 29.2974 0.95 Q V. 23.833 29.3039 0.95 Q V. 23.916 29.3105 0.95 Q V. 24.000 29.3170 0.95 Q V. 24.083 29.3225 0.80 Q V. 24.166 29.3280 0.80 Q V. 24.250 29.3335 0.80 Q V. 24.333 29.3359 0.36 Q V. 24.416 29.3384 0.36 Q V. 24.500 29.3408 0.36 Q V. 24.583 29.3421 0.19 Q V. 24.666 29.3434 0.19 Q V. 24.750 29.3447 0.19 Q V. 24.833 29.3455 0.11 Q V. 24.916 29.3463 0.11 Q V. 25.000 29.3470 0.11 Q V. 25.083 29.3475 0.07 Q V. 25.166 29.3480 0.07 Q V. 25.250 29.3485 0.07 Q V. 25.333 29.3488 0.04 Q V. 25.416 29.3491 0.04 Q V. 25.500 29.3494 0.04 Q V. 25.583 29.3496 0.03 Q V. 25.666 29.3498 0.03 Q V. 25.750 29.3500 0.03 Q V. 25.833 29.3501 0.02 Q V. 25.916 29.3502 0.02 Q V. 26.000 29.3503 0.02 Q V. 26.083 29.3503 0.01 Q V. 26.166 29.3504 0.01 Q V. 26.250 29.3505 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1575.0 10% 450.0 20% 375.0 30% 240.0 40% 240.0 50% 210.0 60% 195.0 70% 165.0 80% 45.0 90% 30.0 END OF FLOODSCx ROUTING ANALYSIS Travertine Hydrology Study — September 2021 x D.2 — 100 -YR PROPOSED HYDROLOGY - Loss Rate Calculations - AES Unit Hydrograph Calcs Synthetic Unit Hydrograph Method Loss Rate Parameter Development Project Condition (AMC II) Travertine Development Subarea Land Use Cover Type Cover Quality Area A (acres) AMC II Runoff Index RI Pervious Area Infiltration Rate Fp (in/hr) Impervious Fraction A, Adjusted Infiltration Rate F (in/hr) F x A AixA A Undeveloped A 36.42 78 0.268 0.00 0.268 9.761 0.000 A Single Family (1/4) A 141.90 32 0.739 0.50 0.406 57.675 70.950 A Mobile Home A 6.49 32 0.739 0.75 0.240 1.559 4.868 A Condminium A 21.29 32 0.739 0.65 0.307 6.529 13.839 A Commercial A 16.44 32 0.739 0.90 0.140 2.308 14.796 Watershed A Total Area (acres) = 222.54 Average Adjusted Infiltration Rate, F (in/hr) = 0.350 Low Loss Fraction = 0.525 Lag = Rational Method (Tc/60 min) x 0.8 = 0.204 B Undeveloped A 53.88 78 0.268 0.00 0.268 14.440 0.000 B Single Family (1/2) A 2.08 32 0.739 0.40 0.473 0.984 0.832 B Single Family (1/4) A 188.42 32 0.739 0.50 0.406 76.583 94.210 B Mobile Home A 27.38 32 0.739 0.75 0.240 6.576 20.535 B Condminium A 23.94 32 0.739 0.65 0.307 7.342 15.561 B Commercial A 0.00 32 0.739 0.90 0.140 0.000 0.000 Watershed B Total Area (acres) = 295.70 Average Adjusted Infiltration Rate, F (in/hr) = 0.358 Low Loss Fraction = 0.545 Lag = Rational Method (Tc/60 min) x 0.8 = 0.322 Rainfall Data (NOAA Atlas 14) 100 -Year Duration Precipitation (inches) 1 -Hour 1.56 3 -Hour 2.28 6 -Hour 2.89 24 -Hour 4.61 **************************************************************************** FLOOD ROUTING ANALYSIS ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TRAVERTINE DEVELOPMENT * BASIN ROUTING - 100 YEAR STORM 1 HOUR A + B * 09-23-2021 6 - 42IN RISERS ************************************************************************** FILE NAME: TR-BAS1.DAT TIME/DATE OF STUDY: 08:28 09/23/2021 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 220.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.204 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.350 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.525 USER -ENTERED RAINFALL = 1.56 INCHES RCFC&WCD 1 -Hour Storm (5 -Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.58) *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 40.850 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 4.403 117.320 2 22.644 485.967 3 50.373 738.765 4 67.046 444.231 5 75.561 226.848 6 80.978 144.325 7 84.890 104.231 8 87.828 78.282 9 90.157 62.038 10 92.038 50.111 11 93.582 41.133 12 94.876 34.477 13 96.012 30.282 14 96.844 22.165 15 97.637 21.120 16 98.159 13.916 17 98.452 7.809 18 98.746 7.814 19 99.039 7.809 20 99.332 7.809 21 99.625 7.809 22 99.918 7.809 23 100.000 2.188 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0566 0.0292 0.0274 2 0.0604 0.0292 0.0313 3 0.0651 0.0292 0.0359 4 0.0732 0.0292 0.0441 5 0.0782 0.0292 0.0490 6 0.0913 0.0292 0.0621 7 0.1110 0.0292 0.0819 8 0.1242 0.0292 0.0950 9 0.2040 0.0292 0.1749 10 0.5310 0.0292 0.5018 11 0.1012 0.0292 0.0720 12 0.0638 0.0292 0.0347 TOTAL STORM RAINFALL(INCHES) = 1.56 TOTAL SOIL-LOSS(INCHES) = 0.35 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.21 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 6.4254 22.2021 -HOURR STORM RUNOF F HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 0.083 0.0222 3.22 Q 0.167 0.1392 16.99 VQ 0.250 0.4123 39.66 V Q 0.333 0.8110 57.89 .V Q 0.417 1.3192 73.79 . V Q 0.500 1.9435 90.65 . V Q . 0.583 2.7085 111.08 . V Q . 0.667 3.6670 139.17 . V Q. 0.750 4.9075 180.13 . V . Q 0.833 6.8517 282.30 . V Q . 0.917 10.0523 464.73 . V . Q 1.000 13.7570 537.92 . V Q 1.083 16.2940 368.37 . Q V. 1.167 17.8360 223.89 . Q . V 1.250 18.8271 143.91 . Q. V 1.333 19.5272 101.66 . Q V 1.417 20.0560 76.78 . Q V 1.500 20.4742 60.73 . Q V . 1.583 20.8120 49.04 . Q V . 1.667 21.0888 40.20 . Q V . 1.750 21.3193 33.46 . Q V . 1.833 21.5126 28.08 .Q V . 1.917 21.6638 21.95 .Q V. 2.000 21.7920 18.62 .Q V. 2.083 21.8837 13.31 Q V. 2.167 21.9482 9.36 Q V. 2.250 22.0054 8.30 Q V. 2.333 22.0580 7.63 Q V. 2.417 22.1064 7.04 Q V. 2.500 22.1500 6.32 Q V. 2.583 22.1853 5.13 Q V. 2.667 22.1986 1.93 Q V. 2.750 22.2016 0.43 Q V. 2.833 22.2021 0.08 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 170.0 10% 75.0 20% 45.0 30% 30.0 40% 25.0 50% 20.0 60% 15.0 70% 10.0 80% 10.0 90% 5.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 295.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.322 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.358 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.545 USER -ENTERED RAINFALL = 1.56 INCHES RCFC&WCD 1 -Hour Storm (5 -Minute period) SELECTED (SLOPE OF INTENSITY -DURATION CURVE = 0.58) *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.880 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.366 84.607 2 10.202 280.224 3 24.613 515.375 4 43.211 665.070 5 58.251 537.840 6 67.091 316.147 7 72.914 208.215 8 77.143 151.237 9 80.487 119.614 10 83.170 95.934 11 85.423 80.569 12 87.296 66.975 13 88.853 55.683 14 90.286 51.265 15 91.500 43.381 16 92.561 37.949 17 93.519 34.276 18 94.379 30.764 19 95.141 27.218 20 95.884 26.586 21 96.438 19.810 22 96.940 17.969 23 97.443 17.964 24 97.921 17.111 25 98.166 8.744 26 98.351 6.634 27 98.537 6.650 28 98.723 6.639 29 98.909 6.645 30 99.094 6.644 31 99.280 6.644 32 99.466 6.644 33 99.652 6.644 34 99.838 6.644 35 100.000 5.808 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0566 0.0298 0.0268 2 0.0604 0.0298 0.0306 3 0.0651 0.0298 0.0352 4 0.0732 0.0298 0.0434 5 0.0782 0.0298 0.0483 6 0.0913 0.0298 0.0615 7 0.1110 0.0298 0.0812 8 0.1242 0.0298 0.0944 9 0.2040 0.0298 0.1742 10 0.5310 0.0298 0.5012 11 0.1012 0.0298 0.0713 12 0.0638 0.0298 0.0340 TOTAL STORM RAINFALL(INCHES) = 1.56 TOTAL SOIL-LOSS(INCHES) = 0.36 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.20 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 8.8217 29.6040 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 0.083 0.0156 2.26 Q 0.167 0.0851 10.09 Q 0.250 0.2596 25.34 VQ 0.333 0.5840 47.11 V Q 0.417 1.0602 69.14 .V Q 0.500 1.6763 89.45 . V Q 0.583 2.4480 112.05 • V Q . 0.667 3.4083 139.45 . V Q. 0.750 4.6396 178.77 . V .Q 0.833 6.4492 262.77 . V . Q . 0.917 9.1216 388.03 . . V . Q . 1.000 12.6089 506.36 . V . • Q . 1.083 16.3668 545.64 . . V • Q . 1.167 19.4138 442.42 . V Q. 1.250 21.4596 297.06 . Q. V . 1.333 22.8740 205.36 . Q V 1.417 23.9102 150.46 . Q . V 1.500 24.7267 118.55 . Q . . V 1.583 25.3906 96.40 . Q . V 1.667 25.9484 80.99 . Q V 1.750 26.4185 68.26 . Q V 1.833 26.8201 58.33 . Q V 1.917 27.1779 51.95 • Q V . 2.000 27.4885 45.09 . Q V . 2.083 27.7619 39.70 . Q V . 2.167 28.0054 35.36 . Q V . 2.250 28.2218 31.42 . Q V . 2.333 28.4138 27.88 .Q V . 2.417 28.5880 25.29 .Q V . 2.500 28.7307 20.73 .Q V . 2.583 28.8575 18.41 .Q V . 2.667 28.9742 16.94 .Q V. 2.750 29.0760 14.79 Q V. 2.833 29.1460 10.17 Q V. 2.917 29.2043 8.46 Q V. 3.000 29.2584 7.86 Q V. 3.083 29.3106 7.57 Q V. 3.167 29.3611 7.34 Q V. 3.250 29.4096 7.04 Q V. 3.333 29.4558 6.71 Q V. 3.417 29.4991 6.29 Q V. 3.500 29.5386 5.74 Q V. 3.583 29.5734 5.04 Q V. 3.667 29.5982 3.61 Q V. 3.750 29.6026 0.64 Q V. 3.833 29.6040 0.20 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) 0% 230.0 10% 90.0 20% 60.0 30% 40.0 40% 30.0 50% 25.0 60% 20.0 70% 20.0 80% 15.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 » »>STREAM NUMBER 1 ADDED TO STREAM NUMBER 2««< **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 » »>VIEW STREAM NUMBER 2 HYDROGRAPH « «< STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 275.0 550.0 825.0 1100.0 0.083 0.0377 5.48 Q 0.167 0.2242 27.08 Q 0.250 0.6719 65.00 V Q 0.333 1.3950 104.99 .V Q 0.417 2.3794 142.93 .V Q 0.500 3.6198 180.10 . V Q 0.583 5.1565 223.13 . V Q 0.667 7.0753 278.62 . V Q 0.750 9.5471 358.90 . V Q 0.833 13.3010 545.06 . V Q. 0.917 19.1740 852.76 . V .Q 1.000 26.3659 1044.27 • V Q 1.083 32.6608 914.01 . . V Q 1.167 37.2498 666.32 . . Q V 1.250 40.2867 440.96 . Q .V 1.333 42.4012 307.02 . .Q V 1.417 43.9662 227.24 . Q . V 1.500 45.2009 179.29 . Q . V 1.583 46.2026 145.44 . Q . V 1.667 47.0372 121.18 • Q . V 1.750 47.7377 101.72 . Q V 1.833 48.3328 86.40 . Q V 1.917 48.8417 73.90 . Q V 2.000 49.2805 63.71 . Q V . 2.083 49.6456 53.01 .Q V . 2.167 49.9536 44.72 .Q V . 2.250 50.2271 39.72 .Q V . 2.333 50.4718 35.52 .Q V . 2.417 50.6944 32.33 .Q V. 2.500 50.8807 27.05 Q V. 2.583 51.0429 23.54 Q V. 2.667 51.1728 18.87 Q V. 2.750 51.2776 15.22 Q V. 2.833 51.3482 10.24 Q V. 2.917 51.4065 8.46 Q V. 3.000 51.4606 7.86 Q V. 3.083 51.5127 7.57 Q V. 3.167 51.5632 7.34 Q V. 3.250 51.6117 7.04 Q V. 3.333 51.6579 6.71 Q V. 3.417 51.7012 6.29 Q V. 3.500 51.7407 5.74 Q V. 3.583 51.7755 5.04 Q V. 3.667 51.8003 3.61 Q V. 3.750 51.8047 0.64 Q V. 3.833 51.8061 0.20 Q V. 3.917 51.8061 0.00 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 230.0 10% 85.0 20% 55.0 30% 35.0 40% 30.0 50% 25.0 60% 20.0 70% 15.0 80% 15.0 90% 5.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 » »>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #2««< INFLOW (STREAM 2) V 1 detention 1<--> 1 basin 1 V OUTFLOW (STREAM 2) effective depth I (and volume) V outflow I \ dead 1 basin outlet storage 1 ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = 0.000 DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.01 12.220 3 2.00 0.02 24.740 4 2.70 0.03 33.660 5 3.00 33.61 37.530 6 4.00 303.14 50.660 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.000 5.48 0.00 0.00 0.0 0.038 0.167 0.000 27.08 0.00 0.02 0.0 0.224 0.250 0.000 65.00 0.00 0.05 0.0 0.672 0.333 0.000 104.99 0.00 0.11 0.0 1.395 0.417 0.000 142.93 0.00 0.19 0.0 2.379 0.500 0.000 180.10 0.00 0.30 0.0 3.620 0.583 0.000 223.13 0.00 0.42 0.0 5.156 0.667 0.000 278.62 0.00 0.58 0.0 7.075 0.750 0.000 358.90 0.00 0.78 0.0 9.547 0.833 0.000 545.06 0.00 1.09 0.0 13.301 0.917 0.000 852.76 0.00 1.56 0.0 19.174 1.000 0.000 1044.27 0.00 2.13 0.0 26.365 1.083 0.000 914.01 0.00 2.62 0.0 32.660 1.167 0.000 666.32 0.00 2.97 15.1 37.145 1.250 0.000 440.96 0.00 3.17 55.2 39.801 1.333 0.000 307.02 0.00 3.28 95.2 41.260 1.417 0.000 227.24 0.00 3.34 117.9 42.013 1.500 0.000 179.29 0.00 3.37 129.2 42.358 1.583 0.000 145.44 0.00 3.37 133.6 42.440 1.667 0.000 121.18 0.00 3.37 133.5 42.355 1.750 0.000 101.72 0.00 3.35 130.6 42.156 1.833 0.000 86.40 0.00 3.33 125.8 41.885 1.917 0.000 73.90 0.00 3.31 119.8 41.569 2.000 0.000 63.71 0.00 3.28 113.0 41.229 2.083 0.000 53.01 0.00 3.25 105.8 40.865 2.167 0.000 44.72 0.00 3.23 98.3 40.497 2.250 0.000 39.72 0.00 3.20 90.9 40.144 2.333 0.000 35.52 0.00 3.17 83.9 39.811 2.417 0.000 32.33 0.00 3.15 77.3 39.502 2.500 0.000 27.05 0.00 3.13 71.0 39.199 2.583 0.000 23.54 0.00 3.11 64.9 38.914 2.667 0.000 18.87 0.00 3.08 59.2 38.636 2.750 0.000 15.22 0.00 3.06 53.6 38.372 2.833 0.000 10.24 0.00 3.04 48.2 38.111 2.917 0.000 8.46 0.00 3.03 43.1 37.872 3.000 0.000 7.86 0.00 3.01 38.5 37.661 3.083 0.000 7.57 0.00 3.00 34.7 37.474 3.167 0.000 7.34 0.00 2.98 32.4 37.302 3.250 0.000 7.04 0.00 2.97 30.9 37.137 3.333 0.000 6.71 0.00 2.96 29.5 36.980 3.417 0.000 6.29 0.00 2.95 28.2 36.830 3.500 0.000 5.74 0.00 2.93 26.9 36.684 3.583 0.000 5.04 0.00 2.92 25.7 36.542 3.667 0.000 3.61 0.00 2.91 24.4 36.399 3.750 0.000 0.64 0.00 2.90 23.1 36.244 3.833 0.000 0.20 0.00 2.89 21.8 36.095 3.917 0.000 0.00 0.00 2.88 20.5 35.953 4.000 0.000 0.00 0.00 2.87 19.4 35.820 4.083 0.000 0.00 0.00 2.86 18.2 35.695 4.167 0.000 0.00 0.00 2.85 17.2 35.576 4.250 0.000 0.00 0.00 2.84 16.2 35.465 4.333 0.000 0.00 0.00 2.83 15.2 35.360 4.417 0.000 0.00 0.00 2.82 14.4 35.261 4.500 0.000 0.00 0.00 2.82 13.5 35.168 4.583 0.000 0.00 0.00 2.81 12.7 35.080 4.667 0.000 0.00 0.00 2.80 12.0 34.998 4.750 0.000 0.00 0.00 2.80 11.3 34.920 4.833 0.000 0.00 0.00 2.79 10.6 34.846 4.917 0.000 0.00 0.00 2.79 10.0 34.777 5.000 0.000 0.00 0.00 2.78 9.4 34.712 5.083 0.000 0.00 0.00 2.78 8.9 34.651 5.167 0.000 0.00 0.00 2.77 8.4 34.593 5.250 0.000 0.00 0.00 2.77 7.9 34.539 5.333 0.000 0.00 0.00 2.76 7.4 34.488 5.417 0.000 0.00 0.00 2.76 7.0 34.440 5.500 0.000 0.00 0.00 2.76 6.6 34.394 5.583 0.000 0.00 0.00 2.75 6.2 34.351 5.667 0.000 0.00 0.00 2.75 5.9 34.311 5.750 0.000 0.00 0.00 2.75 5.5 34.273 5.833 0.000 0.00 0.00 2.74 5.2 34.237 5.917 0.000 0.00 0.00 2.74 4.9 34.203 6.000 0.000 0.00 0.00 2.74 4.6 34.172 6.083 0.000 0.00 0.00 2.74 4.3 34.142 6.167 0.000 0.00 0.00 2.74 4.1 34.114 6.250 0.000 0.00 0.00 2.73 3.9 34.087 6.333 0.000 0.00 0.00 2.73 3.6 34.062 6.417 0.000 0.00 0.00 2.73 3.4 34.039 6.500 0.000 0.00 0.00 2.73 3.2 34.016 6.583 0.000 0.00 0.00 2.73 3.0 33.995 6.667 0.000 0.00 0.00 2.72 2.9 33.976 6.750 0.000 0.00 0.00 2.72 2.7 33.957 6.833 0.000 0.00 0.00 2.72 2.5 33.940 6.917 0.000 0.00 0.00 2.72 2.4 33.923 7.000 0.000 0.00 0.00 2.72 2.3 33.908 7.083 0.000 0.00 0.00 2.72 2.1 33.893 7.167 0.000 0.00 0.00 2.72 2.0 33.879 7.250 0.000 0.00 0.00 2.72 1.9 33.866 7.333 0.000 0.00 0.00 2.72 1.8 33.854 7.417 0.000 0.00 0.00 2.71 1.7 33.843 7.500 0.000 0.00 0.00 2.71 1.6 33.832 7.583 0.000 0.00 0.00 2.71 1.5 33.822 7.667 0.000 0.00 0.00 2.71 1.4 33.812 7.750 0.000 0.00 0.00 2.71 1.3 33.803 7.833 0.000 0.00 0.00 2.71 1.2 33.795 7.917 0.000 0.00 0.00 2.71 1.2 33.787 8.000 0.000 0.00 0.00 2.71 1.1 33.779 8.083 0.000 0.00 0.00 2.71 1.0 33.772 8.167 0.000 0.00 0.00 2.71 1.0 33.765 8.250 0.000 0.00 0.00 2.71 0.9 33.759 8.333 0.000 0.00 0.00 2.71 0.9 33.753 8.417 0.000 0.00 0.00 2.71 0.8 33.747 8.500 0.000 0.00 0.00 2.71 0.8 33.742 8.583 0.000 0.00 0.00 2.71 0.7 33.737 8.667 0.000 0.00 0.00 2.71 0.7 33.732 8.750 0.000 0.00 0.00 2.71 0.6 33.728 8.833 0.000 0.00 0.00 2.70 0.6 33.724 8.917 0.000 0.00 0.00 2.70 0.6 33.720 9.000 0.000 0.00 0.00 2.70 0.5 33.716 9.083 0.000 0.00 0.00 2.70 0.5 33.713 9.167 0.000 0.00 0.00 2.70 0.5 33.709 9.250 0.000 0.00 0.00 2.70 0.4 33.706 9.333 0.000 0.00 0.00 2.70 0.4 33.703 9.417 0.000 0.00 0.00 2.70 0.4 33.701 9.500 0.000 0.00 0.00 2.70 0.4 33.698 9.583 0.000 0.00 0.00 2.70 0.4 33.696 9.667 0.000 0.00 0.00 2.70 0.3 33.693 9.750 0.000 0.00 0.00 2.70 0.3 33.691 9.833 0.000 0.00 0.00 2.70 0.3 33.689 9.917 0.000 0.00 0.00 2.70 0.3 33.687 10.000 0.000 0.00 0.00 2.70 0.3 33.685 10.083 0.000 0.00 0.00 2.70 0.2 33.684 10.167 0.000 0.00 0.00 2.70 0.2 33.682 10.250 0.000 0.00 0.00 2.70 0.2 33.681 10.333 0.000 0.00 0.00 2.70 0.2 33.679 10.417 0.000 0.00 0.00 2.70 0.2 33.678 10.500 0.000 0.00 0.00 2.70 0.2 33.677 10.583 0.000 0.00 0.00 2.70 0.2 33.675 10.667 0.000 0.00 0.00 2.70 0.2 33.674 10.750 0.000 0.00 0.00 2.70 0.2 33.673 10.833 0.000 0.00 0.00 2.70 0.1 33.672 10.917 0.000 0.00 0.00 2.70 0.1 33.671 11.000 0.000 0.00 0.00 2.70 0.1 33.670 11.083 0.000 0.00 0.00 2.70 0.1 33.670 11.167 0.000 0.00 0.00 2.70 0.1 33.669 11.250 0.000 0.00 0.00 2.70 0.1 33.668 11.333 0.000 0.00 0.00 2.70 0.1 33.667 11.417 0.000 0.00 0.00 2.70 0.1 33.667 11.500 0.000 0.00 0.00 2.70 0.1 33.666 11.583 0.000 0.00 0.00 2.70 0.1 33.666 11.667 0.000 0.00 0.00 2.70 0.1 33.665 11.750 0.000 0.00 0.00 2.70 0.1 33.665 11.833 0.000 0.00 0.00 2.70 0.1 33.664 11.917 0.000 0.00 0.00 2.70 0.1 33.664 12.000 0.000 0.00 0.00 2.70 0.1 33.663 12.083 0.000 0.00 0.00 2.70 0.1 33.663 12.167 0.000 0.00 0.00 2.70 0.1 33.662 12.250 0.000 0.00 0.00 2.70 0.1 33.662 12.333 0.000 0.00 0.00 2.70 0.0 33.662 12.417 0.000 0.00 0.00 2.70 0.0 33.661 12.500 0.000 0.00 0.00 2.70 0.0 33.661 12.583 0.000 0.00 0.00 2.70 0.0 33.661 12.667 0.000 0.00 0.00 2.70 0.0 33.661 12.750 0.000 0.00 0.00 2.70 0.0 33.660 12.833 0.000 0.00 0.00 2.70 0.0 33.660 12.917 0.000 0.00 0.00 2.70 0.0 33.660 13.000 0.000 0.00 0.00 2.70 0.0 33.660 13.083 0.000 0.00 0.00 2.70 0.0 33.659 13.167 0.000 0.00 0.00 2.70 0.0 33.659 13.250 0.000 0.00 0.00 2.70 0.0 33.659 13.333 0.000 0.00 0.00 2.70 0.0 33.659 13.417 0.000 0.00 0.00 2.70 0.0 33.658 13.500 0.000 0.00 0.00 2.70 0.0 33.658 13.583 0.000 0.00 0.00 2.70 0.0 33.658 13.667 0.000 0.00 0.00 2.70 0.0 33.658 13.750 0.000 0.00 0.00 2.70 0.0 33.658 13.833 0.000 0.00 0.00 2.70 0.0 33.657 13.917 0.000 0.00 0.00 2.70 0.0 33.657 14.000 0.000 0.00 0.00 2.70 0.0 33.657 14.083 0.000 0.00 0.00 2.70 0.0 33.657 14.167 0.000 0.00 0.00 2.70 0.0 33.656 14.250 0.000 0.00 0.00 2.70 0.0 33.656 14.333 0.000 0.00 0.00 2.70 0.0 33.656 14.417 0.000 0.00 0.00 2.70 0.0 33.656 14.500 0.000 0.00 0.00 2.70 0.0 33.655 14.583 0.000 0.00 0.00 2.70 0.0 33.655 14.667 0.000 0.00 0.00 2.70 0.0 33.655 14.750 0.000 0.00 0.00 2.70 0.0 33.655 14.833 0.000 0.00 0.00 2.70 0.0 33.655 14.917 0.000 0.00 0.00 2.70 0.0 33.654 15.000 0.000 0.00 0.00 2.70 0.0 33.654 15.083 0.000 0.00 0.00 2.70 0.0 33.654 15.167 0.000 0.00 0.00 2.70 0.0 33.654 15.250 0.000 0.00 0.00 2.70 0.0 33.653 15.333 0.000 0.00 0.00 2.70 0.0 33.653 15.417 0.000 0.00 0.00 2.70 0.0 33.653 15.500 0.000 0.00 0.00 2.70 0.0 33.653 15.583 0.000 0.00 0.00 2.70 0.0 33.652 15.667 0.000 0.00 0.00 2.70 0.0 33.652 15.750 0.000 0.00 0.00 2.70 0.0 33.652 15.833 0.000 0.00 0.00 2.70 0.0 33.652 15.917 0.000 0.00 0.00 2.70 0.0 33.652 16.000 0.000 0.00 0.00 2.70 0.0 33.651 16.083 0.000 0.00 0.00 2.70 0.0 33.651 16.167 0.000 0.00 0.00 2.70 0.0 33.651 16.250 0.000 0.00 0.00 2.70 0.0 33.651 16.333 0.000 0.00 0.00 2.70 0.0 33.650 16.417 0.000 0.00 0.00 2.70 0.0 33.650 16.500 0.000 0.00 0.00 2.70 0.0 33.650 16.583 0.000 0.00 0.00 2.70 0.0 33.650 16.667 0.000 0.00 0.00 2.70 0.0 33.649 16.750 0.000 0.00 0.00 2.70 0.0 33.649 16.833 0.000 0.00 0.00 2.70 0.0 33.649 16.917 0.000 0.00 0.00 2.70 0.0 33.649 17.000 0.000 0.00 0.00 2.70 0.0 33.649 17.083 0.000 0.00 0.00 2.70 0.0 33.648 17.167 0.000 0.00 0.00 2.70 0.0 33.648 17.250 0.000 0.00 0.00 2.70 0.0 33.648 17.333 0.000 0.00 0.00 2.70 0.0 33.648 17.417 0.000 0.00 0.00 2.70 0.0 33.647 17.500 0.000 0.00 0.00 2.70 0.0 33.647 17.583 0.000 0.00 0.00 2.70 0.0 33.647 17.667 0.000 0.00 0.00 2.70 0.0 33.647 17.750 0.000 0.00 0.00 2.70 0.0 33.647 17.833 0.000 0.00 0.00 2.70 0.0 33.646 17.917 0.000 0.00 0.00 2.70 0.0 33.646 18.000 0.000 0.00 0.00 2.70 0.0 33.646 18.083 0.000 0.00 0.00 2.70 0.0 33.646 18.167 0.000 0.00 0.00 2.70 0.0 33.645 18.250 0.000 0.00 0.00 2.70 0.0 33.645 18.333 0.000 0.00 0.00 2.70 0.0 33.645 18.417 0.000 0.00 0.00 2.70 0.0 33.645 18.500 0.000 0.00 0.00 2.70 0.0 33.644 18.583 0.000 0.00 0.00 2.70 0.0 33.644 18.667 0.000 0.00 0.00 2.70 0.0 33.644 18.750 0.000 0.00 0.00 2.70 0.0 33.644 18.833 0.000 0.00 0.00 2.70 0.0 33.644 18.917 0.000 0.00 0.00 2.70 0.0 33.643 19.000 0.000 0.00 0.00 2.70 0.0 33.643 19.083 0.000 0.00 0.00 2.70 0.0 33.643 19.167 0.000 0.00 0.00 2.70 0.0 33.643 19.250 0.000 0.00 0.00 2.70 0.0 33.642 19.333 0.000 0.00 0.00 2.70 0.0 33.642 19.417 0.000 0.00 0.00 2.70 0.0 33.642 19.500 0.000 0.00 0.00 2.70 0.0 33.642 19.583 0.000 0.00 0.00 2.70 0.0 33.641 19.667 0.000 0.00 0.00 2.70 0.0 33.641 19.750 0.000 0.00 0.00 2.70 0.0 33.641 19.833 0.000 0.00 0.00 2.70 0.0 33.641 19.917 0.000 0.00 0.00 2.70 0.0 33.641 20.000 0.000 0.00 0.00 2.70 0.0 33.640 20.083 0.000 0.00 0.00 2.70 0.0 33.640 20.167 0.000 0.00 0.00 2.70 0.0 33.640 20.250 0.000 0.00 0.00 2.70 0.0 33.640 20.333 0.000 0.00 0.00 2.70 0.0 33.639 20.417 0.000 0.00 0.00 2.70 0.0 33.639 20.500 0.000 0.00 0.00 2.70 0.0 33.639 20.583 0.000 0.00 0.00 2.70 0.0 33.639 20.667 0.000 0.00 0.00 2.70 0.0 33.639 20.750 0.000 0.00 0.00 2.70 0.0 33.638 20.833 0.000 0.00 0.00 2.70 0.0 33.638 20.917 0.000 0.00 0.00 2.70 0.0 33.638 21.000 0.000 0.00 0.00 2.70 0.0 33.638 21.083 0.000 0.00 0.00 2.70 0.0 33.637 21.167 0.000 0.00 0.00 2.70 0.0 33.637 21.250 0.000 0.00 0.00 2.70 0.0 33.637 21.333 0.000 0.00 0.00 2.70 0.0 33.637 21.417 0.000 0.00 0.00 2.70 0.0 33.636 21.500 0.000 0.00 0.00 2.70 0.0 33.636 21.583 0.000 0.00 0.00 2.70 0.0 33.636 21.667 0.000 0.00 0.00 2.70 0.0 33.636 21.750 0.000 0.00 0.00 2.70 0.0 33.636 21.833 0.000 0.00 0.00 2.70 0.0 33.635 21.917 0.000 0.00 0.00 2.70 0.0 33.635 22.000 0.000 0.00 0.00 2.70 0.0 33.635 22.083 0.000 0.00 0.00 2.70 0.0 33.635 22.167 0.000 0.00 0.00 2.70 0.0 33.634 22.250 0.000 0.00 0.00 2.70 0.0 33.634 22.333 0.000 0.00 0.00 2.70 0.0 33.634 22.417 0.000 0.00 0.00 2.70 0.0 33.634 22.500 0.000 0.00 0.00 2.70 0.0 33.633 22.583 0.000 0.00 0.00 2.70 0.0 33.633 22.667 0.000 0.00 0.00 2.70 0.0 33.633 22.750 0.000 0.00 0.00 2.70 0.0 33.633 22.833 0.000 0.00 0.00 2.70 0.0 33.633 22.917 0.000 0.00 0.00 2.70 0.0 33.632 23.000 0.000 0.00 0.00 2.70 0.0 33.632 23.083 0.000 0.00 0.00 2.70 0.0 33.632 23.167 0.000 0.00 0.00 2.70 0.0 33.632 23.250 0.000 0.00 0.00 2.70 0.0 33.631 23.333 0.000 0.00 0.00 2.70 0.0 33.631 23.417 0.000 0.00 0.00 2.70 0.0 33.631 23.500 0.000 0.00 0.00 2.70 0.0 33.631 23.583 0.000 0.00 0.00 2.70 0.0 33.630 23.667 0.000 0.00 0.00 2.70 0.0 33.630 23.750 0.000 0.00 0.00 2.70 0.0 33.630 23.833 0.000 0.00 0.00 2.70 0.0 33.630 23.917 0.000 0.00 0.00 2.70 0.0 33.630 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 51.806 AF BASIN STORAGE = 31.489 AF (WITH OUTFLOW VOLUME = 20.309 AF LOSS VOLUME = 0.000 AF 0.000 AF INITIALLY FILLED) **************************************************************************** FLOOD ROUTING ANA LYS I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TRAVERTINE DEVELOPMENT * BASIN ROUTING - 100 YEAR STORM 3 HOUR A + B * 09-23-2021 6 - 42IN RISERS ************************************************************************** FILE NAME: TR-BAS3.DAT TIME/DATE OF STUDY: 08:30 09/23/2021 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 220.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.204 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.350 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.525 USER -ENTERED RAINFALL = 2.28 INCHES RCFC&WCD 3 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 40.850 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 4.403 117.320 2 22.644 485.967 3 50.373 738.765 4 67.046 444.231 5 75.561 226.848 6 80.978 144.325 7 84.890 104.231 8 87.828 78.282 9 90.157 62.038 10 92.038 50.111 11 93.582 41.133 12 94.876 34.477 13 96.012 30.282 14 96.844 22.165 15 97.637 21.120 16 98.159 13.916 17 98.452 7.809 18 98.746 7.814 19 99.039 7.809 20 99.332 7.809 21 99.625 7.809 22 99.918 7.809 23 100.000 2.188 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0296 0.0156 0.0141 2 0.0296 0.0156 0.0141 3 0.0251 0.0132 0.0119 4 0.0342 0.0180 0.0162 5 0.0342 0.0180 0.0162 6 0.0410 0.0215 0.0195 7 0.0342 0.0180 0.0162 8 0.0410 0.0215 0.0195 9 0.0410 0.0215 0.0195 10 0.0342 0.0180 0.0162 11 0.0365 0.0192 0.0173 12 0.0410 0.0215 0.0195 13 0.0502 0.0263 0.0238 14 0.0502 0.0263 0.0238 15 0.0502 0.0263 0.0238 16 0.0456 0.0239 0.0217 17 0.0593 0.0292 0.0301 18 0.0616 0.0292 0.0324 19 0.0547 0.0287 0.0260 20 0.0616 0.0292 0.0324 21 0.0752 0.0292 0.0461 22 0.0707 0.0292 0.0415 23 0.0661 0.0292 0.0370 24 0.0684 0.0292 0.0392 25 0.0707 0.0292 0.0415 26 0.0958 0.0292 0.0666 27 0.1140 0.0292 0.0848 28 0.0798 0.0292 0.0506 29 0.1550 0.0292 0.1259 30 0.1664 0.0292 0.1373 31 0.1870 0.0292 0.1578 32 0.1345 0.0292 0.1054 33 0.0456 0.0239 0.0217 34 0.0410 0.0215 0.0195 35 0.0410 0.0215 0.0195 36 0.0137 0.0072 0.0065 TOTAL STORM RAINFALL(INCHES) = 2.28 TOTAL SOIL-LOSS(INCHES) = 0.86 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.42 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 15.8768 25.9668 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0114 1.65 Q 0.167 0.0699 8.49 VQ 0.250 0.1983 18.64 V Q 0.333 0.3660 24.35 V Q 0.417 0.5591 28.05 V Q 0.500 0.7843 32.70 .V Q 0.583 1.0378 36.80 .V Q 0.667 1.3117 39.77 . V Q 0.750 1.5987 41.67 . V Q 0.833 1.9015 43.97 . V Q 0.917 2.2078 44.48 . V Q . 1.000 2.5116 44.11 . V Q . 1.083 2.8281 45.97 . V Q . 1.167 3.1733 50.12 . V Q . 1.250 3.5497 54.65 • V Q . 1.333 3.9428 57.08 • VQ . 1.417 4.3456 58.48 . VQ . 1.500 4.7745 62.28 . VQ . 1.583 5.2475 68.68 . VQ. 1.667 5.7426 71.89 . VQ. 1.750 6.2589 74.98 . Q. 1.833 6.8437 84.91 • VQ 1.917 7.4980 95.00 . .VQ 2.000 8.1679 97.27 • . Q 2.083 8.8388 97.41 . QV 2.167 9.5472 102.87 . QV 2.250 10.3754 120.25 . VQ . 2.333 11.3779 145.56 . V Q. 2.417 12.5049 163.64 . V.Q 2.500 13.8202 190.98 . .V Q 2.583 15.5268 247.80 . . V • Q 2.667 17.5350 291.58 . V Q . 2.750 19.5527 292.97 . V Q. 2.833 21.1756 235.65 . . .QV 2.917 22.3027 163.66 . .Q V 3.000 23.1397 121.53 . Q • V 3.083 23.7918 94.67 . Q V 3.167 24.2747 70.13 . Q. V . 3.250 24.6290 51.43 . Q . V . 3.333 24.9020 39.65 . Q V . 3.417 25.1218 31.91 . Q V . 3.500 25.2985 25.66 . Q V . 3.583 25.4426 20.93 . Q V. 3.667 25.5587 16.86 . Q V. 3.750 25.6504 13.31 .Q V. 3.833 25.7225 10.47 .Q V. 3.917 25.7785 8.13 .Q V. 4.000 25.8243 6.66 Q V. 4.083 25.8635 5.69 Q V. 4.167 25.8976 4.95 Q V. 4.250 25.9249 3.97 Q V. 4.333 25.9447 2.88 Q V. 4.417 25.9564 1.69 Q V. 4.500 25.9616 0.75 Q V. 4.583 25.9643 0.40 Q V. 4.667 25.9660 0.25 Q V. 4.750 25.9667 0.09 Q V. 4.833 25.9668 0.01 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 290.0 10% 180.0 20% 105.0 30% 75.0 40% 50.0 50% 35.0 60% 25.0 70% 20.0 80% 20.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 295.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.322 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.358 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.545 USER -ENTERED RAINFALL = 2.28 INCHES RCFC&WCD 3 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.880 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.366 84.607 2 10.202 280.224 3 24.613 515.375 4 43.211 665.070 5 58.251 537.840 6 67.091 316.147 7 72.914 208.215 8 77.143 151.237 9 80.487 119.614 10 83.170 95.934 11 85.423 80.569 12 87.296 66.975 13 88.853 55.683 14 90.286 51.265 15 91.500 43.381 16 92.561 37.949 17 93.519 34.276 18 94.379 30.764 19 95.141 27.218 20 95.884 26.586 21 96.438 19.810 22 96.940 17.969 23 97.443 17.964 24 97.921 17.111 25 98.166 8.744 26 98.351 6.634 27 98.537 6.650 28 98.723 6.639 29 98.909 6.645 30 99.094 6.644 31 99.280 6.644 32 99.466 6.644 33 99.652 6.644 34 99.838 6.644 35 100.000 5.808 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0296 0.0162 0.0135 2 0.0296 0.0162 0.0135 3 0.0251 0.0137 0.0114 4 0.0342 0.0186 0.0156 5 0.0342 0.0186 0.0156 6 0.0410 0.0224 0.0187 7 0.0342 0.0186 0.0156 8 0.0410 0.0224 0.0187 9 0.0410 0.0224 0.0187 10 0.0342 0.0186 0.0156 11 0.0365 0.0199 0.0166 12 0.0410 0.0224 0.0187 13 0.0502 0.0273 0.0228 14 0.0502 0.0273 0.0228 15 0.0502 0.0273 0.0228 16 0.0456 0.0249 0.0207 17 0.0593 0.0298 0.0294 18 0.0616 0.0298 0.0317 19 0.0547 0.0298 0.0249 20 0.0616 0.0298 0.0317 21 0.0752 0.0298 0.0454 22 0.0707 0.0298 0.0408 23 0.0661 0.0298 0.0363 24 0.0684 0.0298 0.0386 25 0.0707 0.0298 0.0408 26 0.0958 0.0298 0.0659 27 0.1140 0.0298 0.0842 28 0.0798 0.0298 0.0500 29 0.1550 0.0298 0.1252 30 0.1664 0.0298 0.1366 31 0.1870 0.0298 0.1571 32 0.1345 0.0298 0.1047 33 0.0456 0.0249 0.0207 34 0.0410 0.0224 0.0187 35 0.0410 0.0224 0.0187 36 0.0137 0.0075 0.0062 TOTAL STORM RAINFALL(INCHES) = 2.28 TOTAL SOIL-LOSS(INCHES) = 0.89 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.39 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) = TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 21.9584 34.2069 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 100.0 200.0 300.0 400.0 0.083 0.0079 1.14 Q 0.167 0.0417 4.92 Q 0.250 0.1223 11.70 VQ 0.333 0.2630 20.43 V Q 0.417 0.4543 27.78 V Q 0.500 0.6821 33.07 V Q 0.583 0.9447 38.13 .V Q 0.667 1.2390 42.74 .V Q 0.750 1.5597 46.57 .V Q 0.833 1.8997 49.36 . V Q 0.917 2.2538 51.42 . V Q 1.000 2.6176 52.82 . V Q 1.083 2.9895 54.01 • V Q . 1.167 3.3799 56.69 • V Q . 1.250 3.7995 60.93 • V Q . 1.333 4.2490 65.27 • V Q . 1.417 4.7235 68.90 . VQ . 1.500 5.2244 72.72 . VQ . 1.583 5.7583 77.53 . VQ . 1.667 6.3324 83.35 . VQ . 1.750 6.9487 89.49 • Q . 1.833 7.6123 96.35 • VQ. 1.917 8.3397 105.61 • VQ 2.000 9.1318 115.02 . VQ 2.083 9.9600 120.26 . .VQ 2.167 10.8195 124.79 . . Q 2.250 11.7590 136.42 . Q 2.333 12.8275 155.15 . VQ 2.417 14.0734 180.90 . V Q 2.500 15.5409 213.07 • V .Q 2.583 17.2867 253.49 • V Q 2.667 19.3850 304.67 • . V Q 2.750 21.7227 339.44 . V Q 2.833 24.0094 332.02 . V . Q 2.917 25.9650 283.96 . Q V 3.000 27.4697 218.48 . .Q . V 3.083 28.6188 166.86 . Q V 3.167 29.5294 132.22 . Q V 3.250 30.2513 104.81 • Q V 3.333 30.8237 83.11 . Q V 3.417 31.2875 67.35 • Q V 3.500 31.6764 56.48 . Q V . 3.583 32.0088 48.25 . Q V . 3.667 32.2971 41.87 . Q V . 3.750 32.5491 36.59 . Q V . 3.833 32.7694 31.99 • Q V . 3.917 32.9630 28.10 . Q V . 4.000 33.1359 25.11 . Q V . 4.083 33.2886 22.18 . Q V . 4.167 33.4222 19.40 .Q V. 4.250 33.5375 16.74 .Q V. 4.333 33.6386 14.68 .Q V. 4.417 33.7266 12.77 .Q V. 4.500 33.8014 10.86 .Q V. 4.583 33.8618 8.78 Q V. 4.667 33.9113 7.18 Q V. 4.750 33.9560 6.49 Q V. 4.833 33.9976 6.04 Q V. 4.917 34.0360 5.58 Q V. 5.000 34.0718 5.19 Q V. 5.083 34.1043 4.73 Q V. 5.167 34.1332 4.20 Q V. 5.250 34.1594 3.80 Q V. 5.333 34.1798 2.96 Q V. 5.417 34.1938 2.04 Q V. 5.500 34.2009 1.04 Q V. 5.583 34.2038 0.41 Q V. 5.667 34.2057 0.27 Q V. 5.750 34.2067 0.15 Q V. 5.833 34.2069 0.04 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 350.0 10% 195.0 20% 120.0 30% 85.0 40% 55.0 50% 40.0 60% 35.0 70% 25.0 80% 20.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 >»»STREAM NUMBER 1 ADDED TO STREAM NUMBER 2««< **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 » »»VIEW STREAM NUMBER 2 HYDROGRAPH « «< STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 175.0 350.0 525.0 700.0 0.083 0.0192 2.79 Q 0.167 0.1116 13.41 Q 0.250 0.3205 30.34 VQ 0.333 0.6290 44.78 V Q 0.417 1.0135 55.83 V Q 0.500 1.4664 65.77 V Q 0.583 1.9824 74.93 .V Q 0.667 2.5507 82.51 .V Q 0.750 3.1584 88.24 . V Q 0.833 3.8011 93.33 . V Q 0.917 4.4616 95.90 . V Q 1.000 5.1291 96.93 . V Q . 1.083 5.8176 99.97 . V Q . 1.167 6.5532 106.81 . V Q . 1.250 7.3492 115.58 . V Q . 1.333 8.1919 122.35 . VQ . 1.417 9.0691 127.37 • VQ . 1.500 9.9988 135.00 . VQ . 1.583 11.0058 146.22 . VQ . 1.667 12.0750 155.24 . Q . 1.750 13.2077 164.47 . VQ. 1.833 14.4560 181.26 . VQ 1.917 15.8377 200.62 . VQ 2.000 17.2997 212.28 • .VQ 2.083 18.7988 217.67 • . Q 2.167 20.3667 227.66 . • Q 2.250 22.1344 256.67 • Q . 2.333 24.2054 300.71 . VQ . 2.417 26.5783 344.54 . V Q. 2.500 29.3611 404.05 . V. Q 2.583 32.8135 501.29 . .V Q 2.667 36.9199 596.26 . . V • Q 2.750 41.2754 632.41 • . V . Q 2.833 45.1850 567.67 • V Q 2.917 48.2677 447.62 . Q . V 3.000 50.6094 340.01 • Q. . V 3.083 52.4106 261.53 . . Q . V 3.167 53.8042 202.35 . .Q V 3.250 54.8802 156.24 . Q . V 3.333 55.7257 122.76 . Q V . 3.417 56.4092 99.25 • Q V . 3.500 56.9749 82.14 . Q V . 3.583 57.4514 69.18 . Q V . 3.667 57.8558 58.72 . Q V . 3.750 58.1995 49.90 . Q V . 3.833 58.4919 42.46 . Q V . 3.917 58.7414 36.23 . Q V. 4.000 58.9602 31.77 .Q V. 4.083 59.1521 27.86 .Q V. 4.167 59.3198 24.35 .Q V. 4.250 59.4624 20.71 .Q V. 4.333 59.5833 17.56 .Q V. 4.417 59.6829 14.46 Q V. 4.500 59.7629 11.61 Q V. 4.583 59.8261 9.18 Q V. 4.667 59.8773 7.43 Q V. 4.750 59.9227 6.59 Q V. 4.833 59.9643 6.05 Q V. 4.917 60.0027 5.58 Q V. 5.000 60.0385 5.19 Q V. 5.083 60.0711 4.73 Q V. 5.167 60.1000 4.20 Q V. 5.250 60.1262 3.80 Q V. 5.333 60.1465 2.96 Q V. 5.417 60.1606 2.04 Q V. 5.500 60.1677 1.04 Q V. 5.583 60.1705 0.41 Q V. 5.667 60.1724 0.27 Q V. 5.750 60.1734 0.15 Q V. 5.833 60.1737 0.04 Q V. 5.917 60.1737 0.00 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 350.0 10% 190.0 20% 115.0 30% 80.0 40% 55.0 50% 40.0 60% 30.0 70% 25.0 80% 15.0 90% 10.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 » »>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #2««< INFLOW (STREAM 2) V 1 detention 1<--> 1 basin 1 V OUTFLOW (STREAM 2) effective depth I (and volume) V outflow I \ dead 1 basin outlet storage ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.01 12.220 3 2.00 0.02 24.740 4 2.70 0.03 33.660 5 3.00 33.61 37.530 6 4.00 303.14 50.660 0.000 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.167 0.250 0.333 0.417 0.500 0.583 0.667 0.750 0.833 0.917 1.000 1.083 1.167 1.250 1.333 1.417 1.500 1.583 1.667 1.750 1.833 1.917 2.000 2.083 2.167 2.250 2.333 2.417 2.500 2.583 2.667 2.750 2.833 2.917 3.000 3.083 3.167 3.250 3.333 3.417 3.500 3.583 3.667 3.750 3.833 3.917 4.000 4.083 4.167 4.250 4.333 4.417 4.500 4.583 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.79 13.41 30.34 44.78 55.83 65.77 74.93 82.51 88.24 93.33 95.90 96.93 99.97 106.81 115.58 122.35 127.37 135.00 146.22 155.24 164.47 181.26 200.62 212.28 217.67 227.66 256.67 300.71 344.54 404.05 501.29 596.26 632.41 567.67 447.62 340.01 261.53 202.35 156.24 122.76 99.25 82.14 69.18 58.72 49.90 42.46 36.23 31.77 27.86 24.35 20.71 17.56 14.46 11.61 9.18 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.08 0.12 0.16 0.21 0.26 0.31 0.37 0.42 0.48 0.54 0.60 0.67 0.74 0.82 0.90 0.99 1.08 1.18 1.29 1.41 1.53 1.65 1.79 1.96 2.14 2.36 2.63 2.95 3.24 3.47 3.61 3.68 3.70 3.69 3.66 3.62 3.57 3.52 3.47 3.42 3.37 3.33 3.28 3.25 3.21 3.18 3.15 3.12 3.10 3.07 3.05 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13.8 63.5 130.4 180.2 208.4 220.6 222.1 216.5 206.3 193.7 180.1 166.3 152.8 139.8 127.4 115.8 105.0 95.1 86.0 77.6 69.9 62.8 56.2 50.1 0.019 0.112 0.321 0.629 1.013 1.466 1.982 2.551 3.158 3.801 4.461 5.129 5.817 6.553 7.349 8.192 9.069 9.998 11.005 12.074 13.207 14.455 15.837 17.299 18.798 20.366 22.133 24.204 26.577 29.359 32.812 36.823 40.741 43.753 45.594 46.500 46.782 46.645 46.231 45.655 45.005 44.330 43.661 43.013 42.394 41.808 41.260 40.756 40.293 39.869 39.477 39.116 38.784 38.477 38.195 4.667 0.000 7.43 0.00 3.03 44.6 37.938 4.750 0.000 6.59 0.00 3.01 39.7 37.711 4.833 0.000 6.05 0.00 3.00 35.4 37.509 4.917 0.000 5.58 0.00 2.98 32.6 37.323 5.000 0.000 5.19 0.00 2.97 31.0 37.145 5.083 0.000 4.73 0.00 2.96 29.5 36.974 5.167 0.000 4.20 0.00 2.94 28.1 36.809 5.250 0.000 3.80 0.00 2.93 26.7 36.652 5.333 0.000 2.96 0.00 2.92 25.3 36.498 5.417 0.000 2.04 0.00 2.91 24.0 36.347 5.500 0.000 1.04 0.00 2.90 22.7 36.197 5.583 0.000 0.41 0.00 2.89 21.4 36.053 5.667 0.000 0.27 0.00 2.87 20.2 35.915 5.750 0.000 0.15 0.00 2.86 19.0 35.785 5.833 0.000 0.04 0.00 2.86 17.9 35.662 5.917 0.000 0.00 0.00 2.85 16.9 35.546 6.000 0.000 0.00 0.00 2.84 15.9 35.436 6.083 0.000 0.00 0.00 2.83 15.0 35.333 6.167 0.000 0.00 0.00 2.82 14.1 35.236 6.250 0.000 0.00 0.00 2.82 13.3 35.144 6.333 0.000 0.00 0.00 2.81 12.5 35.058 6.417 0.000 0.00 0.00 2.80 11.8 34.976 6.500 0.000 0.00 0.00 2.80 11.1 34.900 6.583 0.000 0.00 0.00 2.79 10.5 34.828 6.667 0.000 0.00 0.00 2.79 9.9 34.760 6.750 0.000 0.00 0.00 2.78 9.3 34.696 6.833 0.000 0.00 0.00 2.78 8.8 34.635 6.917 0.000 0.00 0.00 2.77 8.2 34.578 7.000 0.000 0.00 0.00 2.77 7.8 34.525 7.083 0.000 0.00 0.00 2.76 7.3 34.475 7.167 0.000 0.00 0.00 2.76 6.9 34.427 7.250 0.000 0.00 0.00 2.76 6.5 34.382 7.333 0.000 0.00 0.00 2.75 6.1 34.340 7.417 0.000 0.00 0.00 2.75 5.8 34.300 7.500 0.000 0.00 0.00 2.75 5.4 34.263 7.583 0.000 0.00 0.00 2.74 5.1 34.228 7.667 0.000 0.00 0.00 2.74 4.8 34.195 7.750 0.000 0.00 0.00 2.74 4.5 34.163 7.833 0.000 0.00 0.00 2.74 4.3 34.134 7.917 0.000 0.00 0.00 2.73 4.0 34.106 8.000 0.000 0.00 0.00 2.73 3.8 34.080 8.083 0.000 0.00 0.00 2.73 3.6 34.056 8.167 0.000 0.00 0.00 2.73 3.4 34.032 8.250 0.000 0.00 0.00 2.73 3.2 34.011 8.333 0.000 0.00 0.00 2.73 3.0 33.990 8.417 0.000 0.00 0.00 2.72 2.8 33.971 8.500 0.000 0.00 0.00 2.72 2.6 33.952 8.583 0.000 0.00 0.00 2.72 2.5 33.935 8.667 0.000 0.00 0.00 2.72 2.4 33.919 8.750 0.000 0.00 0.00 2.72 2.2 33.904 8.833 0.000 0.00 0.00 2.72 2.1 33.889 8.917 0.000 0.00 0.00 2.72 2.0 33.876 9.000 0.000 0.00 0.00 2.72 1.9 33.863 9.083 0.000 0.00 0.00 2.71 1.7 33.851 9.167 0.000 0.00 0.00 2.71 1.6 33.840 9.250 0.000 0.00 0.00 2.71 1.5 33.829 9.333 0.000 0.00 0.00 2.71 1.5 33.819 9.417 0.000 0.00 0.00 2.71 1.4 33.810 9.500 0.000 0.00 0.00 2.71 1.3 33.801 9.583 0.000 0.00 0.00 2.71 1.2 33.792 9.667 0.000 0.00 0.00 2.71 1.1 33.784 9.750 0.000 0.00 0.00 2.71 1.1 33.777 9.833 0.000 0.00 0.00 2.71 1.0 33.770 9.917 0.000 0.00 0.00 2.71 1.0 33.763 10.000 0.000 0.00 0.00 2.71 0.9 33.757 10.083 0.000 0.00 0.00 2.71 0.9 33.751 10.167 0.000 0.00 0.00 2.71 0.8 33.746 10.250 0.000 0.00 0.00 2.71 0.8 33.741 10.333 0.000 0.00 0.00 2.71 0.7 33.736 10.417 0.000 0.00 0.00 2.71 0.7 33.731 10.500 0.000 0.00 0.00 2.71 0.6 33.727 10.583 0.000 0.00 0.00 2.70 0.6 33.723 10.667 0.000 0.00 0.00 2.70 0.6 33.719 10.750 0.000 0.00 0.00 2.70 0.5 33.715 10.833 0.000 0.00 0.00 2.70 0.5 33.712 10.917 0.000 0.00 0.00 2.70 0.5 33.709 11.000 0.000 0.00 0.00 2.70 0.4 33.705 11.083 0.000 0.00 0.00 2.70 0.4 33.703 11.167 0.000 0.00 0.00 2.70 0.4 33.700 11.250 0.000 0.00 0.00 2.70 0.4 33.697 11.333 0.000 0.00 0.00 2.70 0.3 33.695 11.417 0.000 0.00 0.00 2.70 0.3 33.693 11.500 0.000 0.00 0.00 2.70 0.3 33.691 11.583 0.000 0.00 0.00 2.70 0.3 33.689 11.667 0.000 0.00 0.00 2.70 0.3 33.687 11.750 0.000 0.00 0.00 2.70 0.3 33.685 11.833 0.000 0.00 0.00 2.70 0.2 33.683 11.917 0.000 0.00 0.00 2.70 0.2 33.682 12.000 0.000 0.00 0.00 2.70 0.2 33.680 12.083 0.000 0.00 0.00 2.70 0.2 33.679 12.167 0.000 0.00 0.00 2.70 0.2 33.678 12.250 0.000 0.00 0.00 2.70 0.2 33.676 12.333 0.000 0.00 0.00 2.70 0.2 33.675 12.417 0.000 0.00 0.00 2.70 0.2 33.674 12.500 0.000 0.00 0.00 2.70 0.2 33.673 12.583 0.000 0.00 0.00 2.70 0.1 33.672 12.667 0.000 0.00 0.00 2.70 0.1 33.671 12.750 0.000 0.00 0.00 2.70 0.1 33.670 12.833 0.000 0.00 0.00 2.70 0.1 33.669 12.917 0.000 0.00 0.00 2.70 0.1 33.669 13.000 0.000 0.00 0.00 2.70 0.1 33.668 13.083 0.000 0.00 0.00 2.70 0.1 33.667 13.167 0.000 0.00 0.00 2.70 0.1 33.667 13.250 0.000 0.00 0.00 2.70 0.1 33.666 13.333 0.000 0.00 0.00 2.70 0.1 33.665 13.417 0.000 0.00 0.00 2.70 0.1 33.665 13.500 0.000 0.00 0.00 2.70 0.1 33.664 13.583 0.000 0.00 0.00 2.70 0.1 33.664 13.667 0.000 0.00 0.00 2.70 0.1 33.663 13.750 0.000 0.00 0.00 2.70 0.1 33.663 13.833 0.000 0.00 0.00 2.70 0.1 33.663 13.917 0.000 0.00 0.00 2.70 0.1 33.662 14.000 0.000 0.00 0.00 2.70 0.1 33.662 14.083 0.000 0.00 0.00 2.70 0.0 33.662 14.167 0.000 0.00 0.00 2.70 0.0 33.661 14.250 0.000 0.00 0.00 2.70 0.0 33.661 14.333 0.000 0.00 0.00 2.70 0.0 33.661 14.417 0.000 0.00 0.00 2.70 0.0 33.660 14.500 0.000 0.00 0.00 2.70 0.0 33.660 14.583 0.000 0.00 0.00 2.70 0.0 33.660 14.667 0.000 0.00 0.00 2.70 0.0 33.660 14.750 0.000 0.00 0.00 2.70 0.0 33.660 14.833 0.000 0.00 0.00 2.70 0.0 33.659 14.917 0.000 0.00 0.00 2.70 0.0 33.659 15.000 0.000 0.00 0.00 2.70 0.0 33.659 15.083 0.000 0.00 0.00 2.70 0.0 33.659 15.167 0.000 0.00 0.00 2.70 0.0 33.658 15.250 0.000 0.00 0.00 2.70 0.0 33.658 15.333 0.000 0.00 0.00 2.70 0.0 33.658 15.417 0.000 0.00 0.00 2.70 0.0 33.658 15.500 0.000 0.00 0.00 2.70 0.0 33.657 15.583 0.000 0.00 0.00 2.70 0.0 33.657 15.667 0.000 0.00 0.00 2.70 0.0 33.657 15.750 0.000 0.00 0.00 2.70 0.0 33.657 15.833 0.000 0.00 0.00 2.70 0.0 33.657 15.917 0.000 0.00 0.00 2.70 0.0 33.656 16.000 0.000 0.00 0.00 2.70 0.0 33.656 16.083 0.000 0.00 0.00 2.70 0.0 33.656 16.167 0.000 0.00 0.00 2.70 0.0 33.656 16.250 0.000 0.00 0.00 2.70 0.0 33.655 16.333 0.000 0.00 0.00 2.70 0.0 33.655 16.417 0.000 0.00 0.00 2.70 0.0 33.655 16.500 0.000 0.00 0.00 2.70 0.0 33.655 16.583 0.000 0.00 0.00 2.70 0.0 33.654 16.667 0.000 0.00 0.00 2.70 0.0 33.654 16.750 0.000 0.00 0.00 2.70 0.0 33.654 16.833 0.000 0.00 0.00 2.70 0.0 33.654 16.917 0.000 0.00 0.00 2.70 0.0 33.654 17.000 0.000 0.00 0.00 2.70 0.0 33.653 17.083 0.000 0.00 0.00 2.70 0.0 33.653 17.167 0.000 0.00 0.00 2.70 0.0 33.653 17.250 0.000 0.00 0.00 2.70 0.0 33.653 17.333 0.000 0.00 0.00 2.70 0.0 33.652 17.417 0.000 0.00 0.00 2.70 0.0 33.652 17.500 0.000 0.00 0.00 2.70 0.0 33.652 17.583 0.000 0.00 0.00 2.70 0.0 33.652 17.667 0.000 0.00 0.00 2.70 0.0 33.651 17.750 0.000 0.00 0.00 2.70 0.0 33.651 17.833 0.000 0.00 0.00 2.70 0.0 33.651 17.917 0.000 0.00 0.00 2.70 0.0 33.651 18.000 0.000 0.00 0.00 2.70 0.0 33.651 18.083 0.000 0.00 0.00 2.70 0.0 33.650 18.167 0.000 0.00 0.00 2.70 0.0 33.650 18.250 0.000 0.00 0.00 2.70 0.0 33.650 18.333 0.000 0.00 0.00 2.70 0.0 33.650 18.417 0.000 0.00 0.00 2.70 0.0 33.649 18.500 0.000 0.00 0.00 2.70 0.0 33.649 18.583 0.000 0.00 0.00 2.70 0.0 33.649 18.667 0.000 0.00 0.00 2.70 0.0 33.649 18.750 0.000 0.00 0.00 2.70 0.0 33.649 18.833 0.000 0.00 0.00 2.70 0.0 33.648 18.917 0.000 0.00 0.00 2.70 0.0 33.648 19.000 0.000 0.00 0.00 2.70 0.0 33.648 19.083 0.000 0.00 0.00 2.70 0.0 33.648 19.167 0.000 0.00 0.00 2.70 0.0 33.647 19.250 0.000 0.00 0.00 2.70 0.0 33.647 19.333 0.000 0.00 0.00 2.70 0.0 33.647 19.417 0.000 0.00 0.00 2.70 0.0 33.647 19.500 0.000 0.00 0.00 2.70 0.0 33.646 19.583 0.000 0.00 0.00 2.70 0.0 33.646 19.667 0.000 0.00 0.00 2.70 0.0 33.646 19.750 0.000 0.00 0.00 2.70 0.0 33.646 19.833 0.000 0.00 0.00 2.70 0.0 33.646 19.917 0.000 0.00 0.00 2.70 0.0 33.645 20.000 0.000 0.00 0.00 2.70 0.0 33.645 20.083 0.000 0.00 0.00 2.70 0.0 33.645 20.167 0.000 0.00 0.00 2.70 0.0 33.645 20.250 0.000 0.00 0.00 2.70 0.0 33.644 20.333 0.000 0.00 0.00 2.70 0.0 33.644 20.417 0.000 0.00 0.00 2.70 0.0 33.644 20.500 0.000 0.00 0.00 2.70 0.0 33.644 20.583 0.000 0.00 0.00 2.70 0.0 33.643 20.667 0.000 0.00 0.00 2.70 0.0 33.643 20.750 0.000 0.00 0.00 2.70 0.0 33.643 20.833 0.000 0.00 0.00 2.70 0.0 33.643 20.917 0.000 0.00 0.00 2.70 0.0 33.643 21.000 0.000 0.00 0.00 2.70 0.0 33.642 21.083 0.000 0.00 0.00 2.70 0.0 33.642 21.167 0.000 0.00 0.00 2.70 0.0 33.642 21.250 0.000 0.00 0.00 2.70 0.0 33.642 21.333 0.000 0.00 0.00 2.70 0.0 33.641 21.417 0.000 0.00 0.00 2.70 0.0 33.641 21.500 0.000 0.00 0.00 2.70 0.0 33.641 21.583 0.000 0.00 0.00 2.70 0.0 33.641 21.667 0.000 0.00 0.00 2.70 0.0 33.641 21.750 0.000 0.00 0.00 2.70 0.0 33.640 21.833 0.000 0.00 0.00 2.70 0.0 33.640 21.917 0.000 0.00 0.00 2.70 0.0 33.640 22.000 0.000 0.00 0.00 2.70 0.0 33.640 22.083 0.000 0.00 0.00 2.70 0.0 33.639 22.167 0.000 0.00 0.00 2.70 0.0 33.639 22.250 0.000 0.00 0.00 2.70 0.0 33.639 22.333 0.000 0.00 0.00 2.70 0.0 33.639 22.417 0.000 0.00 0.00 2.70 0.0 33.638 22.500 0.000 0.00 0.00 2.70 0.0 33.638 22.583 0.000 0.00 0.00 2.70 0.0 33.638 22.667 0.000 0.00 0.00 2.70 0.0 33.638 22.750 0.000 0.00 0.00 2.70 0.0 33.638 22.833 0.000 0.00 0.00 2.70 0.0 33.637 22.917 0.000 0.00 0.00 2.70 0.0 33.637 23.000 0.000 0.00 0.00 2.70 0.0 33.637 23.083 0.000 0.00 0.00 2.70 0.0 33.637 23.167 0.000 0.00 0.00 2.70 0.0 33.636 23.250 0.000 0.00 0.00 2.70 0.0 33.636 23.333 0.000 0.00 0.00 2.70 0.0 33.636 23.417 0.000 0.00 0.00 2.70 0.0 33.636 23.500 0.000 0.00 0.00 2.70 0.0 33.635 23.583 0.000 0.00 0.00 2.70 0.0 33.635 23.667 0.000 0.00 0.00 2.70 0.0 33.635 23.750 0.000 0.00 0.00 2.70 0.0 33.635 23.833 0.000 0.00 0.00 2.70 0.0 33.635 23.917 0.000 0.00 0.00 2.70 0.0 33.634 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 60.174 AF BASIN STORAGE = 31.494 AF (WITH OUTFLOW VOLUME = 28.672 AF LOSS VOLUME = 0.000 AF 0.000 AF INITIALLY FILLED) **************************************************************************** FLOOD ROU T I N G ANA LYS I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TRAVERTINE DEVELOPMENT * BASIN ROUTING - 100 YEAR STORM 6 HOUR A + B * 09-23-2021 6 - 42IN RISERS ************************************************************************** FILE NAME: TR-BAS6.DAT TIME/DATE OF STUDY: 07:46 09/23/2021 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 220.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.204 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.350 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.525 USER -ENTERED RAINFALL = 2.89 INCHES RCFC&WCD 6 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 40.850 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 4.403 117.320 2 22.644 485.967 3 50.373 738.765 4 67.046 444.231 5 75.561 226.848 6 80.978 144.325 7 84.890 104.231 8 87.828 78.282 9 90.157 62.038 10 92.038 50.111 11 93.582 41.133 12 94.876 34.477 13 96.012 30.282 14 96.844 22.165 15 97.637 21.120 16 98.159 13.916 17 98.452 7.809 18 98.746 7.814 19 99.039 7.809 20 99.332 7.809 21 99.625 7.809 22 99.918 7.809 23 100.000 2.188 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0145 0.0076 0.0069 2 0.0173 0.0091 0.0082 3 0.0173 0.0091 0.0082 4 0.0173 0.0091 0.0082 5 0.0173 0.0091 0.0082 6 0.0202 0.0106 0.0096 7 0.0202 0.0106 0.0096 8 0.0202 0.0106 0.0096 9 0.0202 0.0106 0.0096 10 0.0202 0.0106 0.0096 11 0.0202 0.0106 0.0096 12 0.0231 0.0121 0.0110 13 0.0231 0.0121 0.0110 14 0.0231 0.0121 0.0110 15 0.0231 0.0121 0.0110 16 0.0231 0.0121 0.0110 17 0.0231 0.0121 0.0110 18 0.0231 0.0121 0.0110 19 0.0231 0.0121 0.0110 20 0.0231 0.0121 0.0110 21 0.0231 0.0121 0.0110 22 0.0231 0.0121 0.0110 23 0.0231 0.0121 0.0110 24 0.0260 0.0137 0.0124 25 0.0231 0.0121 0.0110 26 0.0260 0.0137 0.0124 27 0.0260 0.0137 0.0124 28 0.0260 0.0137 0.0124 29 0.0260 0.0137 0.0124 30 0.0260 0.0137 0.0124 31 0.0260 0.0137 0.0124 32 0.0260 0.0137 0.0124 33 0.0289 0.0152 0.0137 34 0.0289 0.0152 0.0137 35 0.0289 0.0152 0.0137 36 0.0289 0.0152 0.0137 37 0.0289 0.0152 0.0137 38 0.0318 0.0167 0.0151 39 0.0318 0.0167 0.0151 40 0.0318 0.0167 0.0151 41 0.0347 0.0182 0.0165 42 0.0376 0.0197 0.0178 43 0.0405 0.0212 0.0192 44 0.0405 0.0212 0.0192 45 0.0434 0.0228 0.0206 46 0.0434 0.0228 0.0206 47 0.0462 0.0243 0.0220 48 0.0462 0.0243 0.0220 49 0.0491 0.0258 0.0233 50 0.0520 0.0273 0.0247 51 0.0549 0.0288 0.0261 52 0.0578 0.0292 0.0286 53 0.0607 0.0292 0.0315 54 0.0607 0.0292 0.0315 55 0.0636 0.0292 0.0344 56 0.0665 0.0292 0.0373 57 0.0694 0.0292 0.0402 58 0.0694 0.0292 0.0402 59 0.0723 0.0292 0.0431 60 0.0751 0.0292 0.0460 61 0.0896 0.0292 0.0604 62 0.1040 0.0292 0.0749 63 0.1127 0.0292 0.0835 64 0.1214 0.0292 0.0922 65 0.1358 0.0292 0.1067 66 0.1618 0.0292 0.1327 67 0.0549 0.0288 0.0261 68 0.0260 0.0137 0.0124 69 0.0173 0.0091 0.0082 70 0.0145 0.0076 0.0069 71 0.0087 0.0046 0.0041 72 0.0058 0.0030 0.0027 TOTAL STORM RAINFALL(INCHES) = 2.89 TOTAL SOIL-LOSS(INCHES) = 1.26 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.63 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 23.1566 29.8836 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0055 0.81 Q 0.167 0.0352 4.30 Q 0.250 0.1043 10.04 VQ 0.333 0.2014 14.10 VQ 0.417 0.3135 16.27 V Q 0.500 0.4356 17.73 V Q 0.583 0.5686 19.31 V Q 0.667 0.7133 21.01 V Q 0.750 0.8659 22.15 .VQ 0.833 1.0235 22.89 .V Q 0.917 1.1850 23.44 .V Q 1.000 1.3505 24.04 .V Q 1.083 1.5232 25.07 . VQ 1.167 1.7047 26.36 . VQ 1.250 1.8921 27.21 . VQ 1.333 2.0830 27.71 . VQ 1.417 2.2760 28.03 . Q 1.500 2.4707 28.27 . Q 1.583 2.6668 28.48 . Q 1.667 2.8642 28.66 . Q 1.750 3.0626 28.81 • QV 1.833 3.2619 28.94 . QV 1.917 3.4617 29.02 . QV 2.000 3.6631 29.24 . QV 2.083 3.8683 29.79 . Q V 2.167 4.0772 30.33 . QV 2.250 4.2881 30.63 . QV 2.333 4.5040 31.36 . Q V 2.417 4.7235 31.86 . Q V 2.500 4.9448 32.13 • Q V 2.583 5.1672 32.30 . Q V . 2.667 5.3906 32.44 . Q V . 2.750 5.6158 32.70 . Q V . 2.833 5.8461 33.44 . Q V . 2.917 6.0838 34.51 . Q V . 3.000 6.3261 35.18 . Q V . 3.083 6.5707 35.52 . Q V . 3.167 6.8181 35.92 . Q V. 3.250 7.0712 36.75 • Q V. 3.333 7.3322 37.89 . Q V. 3.417 7.5992 38.77 • Q V 3.500 7.8746 39.99 . Q V 3.583 8.1646 42.10 . Q V 3.667 8.4717 44.59 . Q .V 3.750 8.7943 46.85 . Q .V 3.833 9.1300 48.75 • Q . V 3.917 9.4791 50.68 • Q . V 4.000 9.8406 52.49 • Q . V 4.083 10.2150 54.37 . Q . V 4.167 10.6029 56.32 . Q . V 4.250 11.0083 58.87 . Q . V 4.333 11.4351 61.97 . Q . V 4.417 11.8889 65.89 • Q . V 4.500 12.3753 70.62 . Q. V 4.583 12.8927 75.13 • Q V 4.667 13.4395 79.39 . Q V 4.750 14.0235 84.80 . .Q V 4.833 14.6481 90.70 . . Q V. 4.917 15.3088 95.93 . . Q V 5.000 16.0022 100.68 . • Q .V 5.083 16.7447 107.81 Q V 5.167 17.5802 121.32 . Q V 5.250 18.5653 143.04 . Q. V 5.333 19.7174 167.27 . Q V 5.417 21.0305 190.67 . Q V 5.500 22.5281 217.44 . Q V 5.583 24.1707 238.51 . .QV 5.667 25.6670 217.27 • Q V 5.750 26.7066 150.94 . Q V 5.833 27.4155 102.93 . Q V 5.917 27.9443 76.79 • Q V 6.000 28.3586 60.16 . Q . V 6.083 28.6851 47.40 Q V 6.167 28.9406 37.10 . Q V 6.250 29.1386 28.75 . Q V. 6.333 29.2957 22.80 . Q V. 6.417 29.4223 18.38 . Q V. 6.500 29.5243 14.81 .Q V. 6.583 29.6045 11.65 .Q V. 6.667 29.6692 9.39 .Q V. 6.750 29.7186 7.18 Q V. 6.833 29.7577 5.67 Q V. 6.917 29.7913 4.88 Q V. 7.000 29.8198 4.14 Q V. 7.083 29.8431 3.38 Q V. 7.167 29.8610 2.60 Q V. 7.250 29.8731 1.76 Q V. 7.333 29.8784 0.76 Q V. 7.417 29.8806 0.33 Q V. 7.500 29.8820 0.20 Q V. 7.583 29.8828 0.13 Q V. 7.667 29.8833 0.07 Q V. 7.750 29.8835 0.03 Q V. 7.833 29.8836 0.01 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 470.0 10% 320.0 20% 135.0 30% 85.0 40% 60.0 50% 40.0 60% 30.0 70% 25.0 80% 15.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 295.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.322 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.358 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.545 USER -ENTERED RAINFALL = 2.89 INCHES RCFC&WCD 6 -Hour Storm (5 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 5.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 25.880 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 2.366 84.607 2 10.202 280.224 3 24.613 515.375 4 43.211 665.070 5 58.251 537.840 6 67.091 316.147 7 72.914 208.215 8 77.143 151.237 9 80.487 119.614 10 83.170 95.934 11 85.423 80.569 12 87.296 66.975 13 88.853 55.683 14 90.286 51.265 15 91.500 43.381 16 92.561 37.949 17 93.519 34.276 18 94.379 30.764 19 95.141 27.218 20 95.884 26.586 21 96.438 19.810 22 96.940 17.969 23 97.443 17.964 24 97.921 17.111 25 98.166 8.744 26 98.351 6.634 27 98.537 6.650 28 98.723 6.639 29 98.909 6.645 30 99.094 6.644 31 99.280 6.644 32 99.466 6.644 33 99.652 6.644 34 99.838 6.644 35 100.000 5.808 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0145 0.0079 0.0066 2 0.0173 0.0095 0.0079 3 0.0173 0.0095 0.0079 4 0.0173 0.0095 0.0079 5 0.0173 0.0095 0.0079 6 0.0202 0.0110 0.0092 7 0.0202 0.0110 0.0092 8 0.0202 0.0110 0.0092 9 0.0202 0.0110 0.0092 10 0.0202 0.0110 0.0092 11 0.0202 0.0110 0.0092 12 0.0231 0.0126 0.0105 13 0.0231 0.0126 0.0105 14 0.0231 0.0126 0.0105 15 0.0231 0.0126 0.0105 16 0.0231 0.0126 0.0105 17 0.0231 0.0126 0.0105 18 0.0231 0.0126 0.0105 19 0.0231 0.0126 0.0105 20 0.0231 0.0126 0.0105 21 0.0231 0.0126 0.0105 22 0.0231 0.0126 0.0105 23 0.0231 0.0126 0.0105 24 0.0260 0.0142 0.0118 25 0.0231 0.0126 0.0105 26 0.0260 0.0142 0.0118 27 0.0260 0.0142 0.0118 28 0.0260 0.0142 0.0118 29 0.0260 0.0142 0.0118 30 0.0260 0.0142 0.0118 31 0.0260 0.0142 0.0118 32 0.0260 0.0142 0.0118 33 0.0289 0.0158 0.0131 34 0.0289 0.0158 0.0131 35 0.0289 0.0158 0.0131 36 0.0289 0.0158 0.0131 37 0.0289 0.0158 0.0131 38 0.0318 0.0173 0.0145 39 0.0318 0.0173 0.0145 40 0.0318 0.0173 0.0145 41 0.0347 0.0189 0.0158 42 0.0376 0.0205 0.0171 43 0.0405 0.0221 0.0184 44 0.0405 0.0221 0.0184 45 0.0434 0.0236 0.0197 46 0.0434 0.0236 0.0197 47 0.0462 0.0252 0.0210 48 0.0462 0.0252 0.0210 49 0.0491 0.0268 0.0224 50 0.0520 0.0284 0.0237 51 0.0549 0.0298 0.0251 52 0.0578 0.0298 0.0280 53 0.0607 0.0298 0.0309 54 0.0607 0.0298 0.0309 55 0.0636 0.0298 0.0337 56 0.0665 0.0298 0.0366 57 0.0694 0.0298 0.0395 58 0.0694 0.0298 0.0395 59 0.0723 0.0298 0.0424 60 0.0751 0.0298 0.0453 61 0.0896 0.0298 0.0598 62 0.1040 0.0298 0.0742 63 0.1127 0.0298 0.0829 64 0.1214 0.0298 0.0915 65 0.1358 0.0298 0.1060 66 0.1618 0.0298 0.1320 67 0.0549 0.0298 0.0251 68 0.0260 0.0142 0.0118 69 0.0173 0.0095 0.0079 70 0.0145 0.0079 0.0066 71 0.0087 0.0047 0.0039 72 0.0058 0.0032 0.0026 TOTAL STORM RAINFALL(INCHES) = 2.89 TOTAL SOIL-LOSS(INCHES) = 1.30 TOTAL EFFECTIVE RAINFALL(INCHES) = 1.59 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) = 32.0974 39.0968 -HOURR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 75.0 150.0 225.0 300.0 0.083 0.0038 0.56 Q 0.167 0.0211 2.51 Q 0.250 0.0643 6.27 Q 0.333 0.1422 11.32 VQ 0.417 0.2505 15.73 V Q 0.500 0.3788 18.63 V Q 0.583 0.5219 20.78 V Q 0.667 0.6784 22.72 V Q 0.750 0.8477 24.58 V Q 0.833 1.0273 26.08 .V Q 0.917 1.2143 27.15 .V Q 1.000 1.4077 28.08 .V Q 1.083 1.6082 29.10 .V Q 1.167 1.8172 30.35 .V Q 1.250 2.0355 31.70 . V Q 1.333 2.2616 32.82 . V Q 1.417 2.4930 33.60 . V Q 1.500 2.7285 34.20 . V Q 1.583 2.9673 34.68 . VQ 1.667 3.2091 35.11 . VQ 1.750 3.4532 35.45 • VQ 1.833 3.6994 35.74 . VQ 1.917 3.9474 36.01 • Q 2.000 4.1979 36.37 • Q 2.083 4.4514 36.81 . Q 2.167 4.7087 37.37 . Q 2.250 4.9708 38.06 . Q 2.333 5.2373 38.69 . Q 2.417 5.5086 39.39 • Q 2.500 5.7844 40.05 • Q 2.583 6.0633 40.49 • QV 2.667 6.3443 40.81 • QV . 2.750 6.6279 41.17 . QV . 2.833 6.9155 41.76 . Q V . 2.917 7.2091 42.63 . Q V . 3.000 7.5095 43.62 . Q V . 3.083 7.8155 44.43 . Q V . 3.167 8.1257 45.04 . Q V . 3.250 8.4408 45.76 • Q V . 3.333 8.7624 46.70 . Q V . 3.417 9.0923 47.90 . Q V. 3.500 9.4315 49.26 . Q V. 3.583 9.7827 50.99 . Q V 3.667 10.1498 53.31 . Q V 3.750 10.5354 55.99 . Q V 3.833 10.9391 58.61 • Q .V 3.917 11.3593 61.01 • Q .V 4.000 11.7952 63.31 • Q . V 4.083 12.2469 65.58 . Q . V 4.167 12.7150 67.96 . Q. V 4.250 13.2013 70.61 . Q. V 4.333 13.7098 73.84 . Q. V 4.417 14.2468 77.98 • Q V 4.500 14.8183 82.97 . .Q V 4.583 15.4285 88.61 . .Q V 4.667 16.0794 94.51 . . Q V 4.750 16.7720 100.56 . . Q V 4.833 17.5097 107.12 . . Q V . 4.917 18.2953 114.06 . . Q V . 5.000 19.1278 120.88 . . Q V. 5.083 20.0135 128.60 . Q V 5.167 20.9789 140.18 • Q .V 5.250 22.0675 158.07 • .QV 5.333 23.3245 182.52 . . VQ 5.417 24.7776 210.99 . V Q . 5.500 26.4449 242.09 . V . Q 5.583 28.2880 267.61 . V . Q . 5.667 30.1727 273.67 V Q . 5.750 31.8900 249.35 . VQ . 5.833 33.2406 196.11 Q . V 5.917 34.2342 144.27 Q. V 6.000 35.0032 111.66 Q V 6.083 35.6229 89.98 . .Q V 6.167 36.1320 73.93 . Q. V . 6.250 36.5517 60.94 . Q . V . 6.333 36.9003 50.61 . Q • V . 6.417 37.1931 42.52 Q . V . 6.500 37.4443 36.47 Q . V . 6.583 37.6640 31.89 . Q V . 6.667 37.8554 27.79 . Q V . 6.750 38.0235 24.41 . Q V . 6.833 38.1719 21.54 . Q V. 6.917 38.3027 19.00 . Q V. 7.000 38.4181 16.75 . Q V. 7.083 38.5195 14.72 .Q V. 7.167 38.6056 12.50 .Q V. 7.250 38.6805 10.88 .Q V. 7.333 38.7457 9.47 .Q V. 7.417 38.8005 7.96 .Q V. 7.500 38.8441 6.32 Q V. 7.583 38.8822 5.53 Q V. 7.667 38.9172 5.09 Q V. 7.750 38.9497 4.72 Q V. 7.833 38.9798 4.36 Q V. 7.917 39.0073 4.00 Q V. 8.000 39.0319 3.56 Q V. 8.083 39.0529 3.06 Q V. 8.167 39.0701 2.50 Q V. 8.250 39.0831 1.88 Q V. 8.333 39.0910 1.15 Q V. 8.417 39.0935 0.36 Q V. 8.500 39.0949 0.21 Q V. 8.583 39.0958 0.13 Q V. 8.667 39.0964 0.08 Q V. 8.750 39.0967 0.04 Q V. 8.833 39.0968 0.02 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 530.0 10% 345.0 20% 155.0 30% 100.0 40% 70.0 50% 50.0 60% 35.0 70% 30.0 80% 20.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 » »>STREAM NUMBER 1 ADDED TO STREAM NUMBER 2««< **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 » >VIEW STREAM NUMBER 2 HYDROGRAPH« «< STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 150.0 300.0 450.0 600.0 0.083 0.0094 1.36 Q 0.167 0.0563 6.81 Q 0.250 0.1686 16.31 VQ 0.333 0.3437 25.42 VQ 0.417 0.5640 32.00 V Q 0.500 0.8144 36.36 V Q 0.583 1.0905 40.09 V Q 0.667 1.3917 43.73 V Q 0.750 1.7136 46.73 V Q 0.833 2.0509 48.97 .V Q 0.917 2.3993 50.59 .V Q 1.000 2.7582 52.12 .V Q 1.083 3.1313 54.17 .V Q 1.167 3.5219 56.71 . VQ 1.250 3.9276 58.92 . VQ 1.333 4.3445 60.53 . V Q 1.417 4.7689 61.63 . V Q 1.500 5.1992 62.47 . VQ 1.583 5.6341 63.16 . VQ 1.667 6.0733 63.76 . VQ 1.750 6.5158 64.25 . VQ 1.833 6.9612 64.68 . Q 1.917 7.4091 65.04 . Q 2.000 7.8610 65.61 . Q 2.083 8.3196 66.59 . Q 2.167 8.7859 67.70 . QV 2.250 9.2589 68.68 . QV 2.333 9.7413 70.05 . QV 2.417 10.2320 71.25 . QV . 2.500 10.7292 72.18 . Q V . 2.583 11.2305 72.79 . Q V . 2.667 11.7350 73.24 . Q V . 2.750 12.2437 73.87 . Q V . 2.833 12.7616 75.20 . Q V . 2.917 13.2929 77.14 . Q V . 3.000 13.8356 78.80 . Q V . 3.083 14.3862 79.95 . Q V . 3.167 14.9438 80.96 . Q V . 3.250 15.5120 82.51 • Q V . 3.333 16.0946 84.60 . Q V. 3.417 16.6915 86.67 . Q V. 3.500 17.3062 89.25 . Q V 3.583 17.9473 93.08 . Q V 3.667 18.6215 97.89 • Q V 3.750 19.3297 102.84 . Q .V 3.833 20.0691 107.36 . Q .V 3.917 20.8383 111.69 • Q . V 4.000 21.6358 115.79 . Q . V 4.083 22.4619 119.95 . Q . V 4.167 23.3179 124.28 . Q . V 4.250 24.2096 129.48 . Q . V 4.333 25.1449 135.81 • Q. V 4.417 26.1358 143.87 • Q. V 4.500 27.1935 153.59 . Q V 4.583 28.3212 163.74 . Q V . 4.667 29.5189 173.90 . .Q V . 4.750 30.7955 185.36 . Q V . 4.833 32.1579 197.82 . . Q V . 4.917 33.6041 209.99 .• Q V. 5.000 35.1300 221.56 . Q V 5.083 36.7582 236.41 • . Q .V 5.167 38.5592 261.50 . . Q . V 5.250 40.6329 301.11 • Q V 5.333 43.0419 349.79 • . QV . 5.417 45.8082 401.66 . . Q . 5.500 48.9730 459.53 . V Q 5.583 52.4587 506.12 . V Q 5.667 55.8398 490.94 . . Q 5.750 58.5965 400.28 . Q V 5.833 60.6560 299.04 . Q. V 5.917 62.1785 221.06 . . Q V 6.000 63.3618 171.82 . .Q V . 6.083 64.3080 137.38 . Q. V . 6.167 65.0727 111.03 Q . V . 6.250 65.6904 89.69 . Q . V . 6.333 66.1960 73.42 . Q . V . 6.417 66.6154 60.90 . Q V . 6.500 66.9686 51.28 . Q V . 6.583 67.2685 43.55 . Q V. 6.667 67.5246 37.19 . Q V. 6.750 67.7422 31.59 . Q V. 6.833 67.9296 27.21 .Q V. 6.917 68.0940 23.88 .Q V. 7.000 68.2379 20.89 .Q V. 7.083 68.3626 18.10 .Q V. 7.167 68.4666 15.10 .Q V. 7.250 68.5536 12.64 Q V. 7.333 68.6241 10.23 Q V. 7.417 68.6811 8.29 Q V. 7.500 68.7260 6.52 Q V. 7.583 68.7650 5.66 Q V. 7.667 68.8005 5.16 Q V. 7.750 68.8332 4.75 Q V. 7.833 68.8633 4.37 Q V. 7.917 68.8909 4.00 Q V. 8.000 68.9154 3.56 Q V. 8.083 68.9365 3.06 Q V. 8.167 68.9537 2.50 Q V. 8.250 68.9666 1.88 Q V. 8.333 68.9745 1.15 Q V. 8.417 68.9771 0.36 Q V. 8.500 68.9785 0.21 Q V. 8.583 68.9794 0.13 Q V. 8.667 68.9800 0.08 Q V. 8.750 68.9802 0.04 Q V. 8.833 68.9803 0.02 Q V 8.917 68.9803 0.00 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 530.0 10% 335.0 20% 150.0 30% 95.0 40% 65.0 50% 45.0 60% 30.0 70% 25.0 80% 15.0 90% 15.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 » »>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #2««< INFLOW (STREAM 2) V 1 detention 1<--> 1 basin 1 V OUTFLOW (STREAM 2) effective depth I (and volume) V outflow I \ dead 1 basin outlet storage ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 0.000 1 0.00 0.00 0.000 2 1.00 0.01 12.220 3 2.00 0.02 24.740 4 2.70 0.03 33.660 5 3.00 33.61 37.530 6 4.00 303.14 50.660 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.167 0.250 0.333 0.417 0.500 0.583 0.667 0.750 0.833 0.917 1.000 1.083 1.167 1.250 1.333 1.417 1.500 1.583 1.667 1.750 1.833 1.917 2.000 2.083 2.167 2.250 2.333 2.417 2.500 2.583 2.667 2.750 2.833 2.917 3.000 3.083 3.167 3.250 3.333 3.417 3.500 3.583 3.667 3.750 3.833 3.917 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.36 6.81 16.31 25.42 32.00 36.36 40.09 43.73 46.73 48.97 50.59 52.12 54.17 56.71 58.92 60.53 61.63 62.47 63.16 63.76 64.25 64.68 65.04 65.61 66.59 67.70 68.68 70.05 71.25 72.18 72.79 73.24 73.87 75.20 77.14 78.80 79.95 80.96 82.51 84.60 86.67 89.25 93.08 97.89 102.84 107.36 111.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.03 0.05 0.07 0.09 0.11 0.14 0.17 0.20 0.23 0.26 0.29 0.32 0.36 0.39 0.43 0.46 0.50 0.53 0.57 0.61 0.64 0.68 0.72 0.76 0.80 0.84 0.88 0.92 0.96 1.00 1.04 1.09 1.13 1.17 1.22 1.26 1.31 1.36 1.41 1.46 1.51 1.57 1.63 1.69 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.009 0.056 0.169 0.344 0.564 0.814 1.091 1.392 1.714 2.051 2.399 2.758 3.131 3.522 3.928 4.344 4.769 5.199 5.634 6.073 6.515 6.961 7.409 7.861 8.319 8.785 9.258 9.741 10.231 10.728 11.230 11.734 12.243 12.761 13.292 13.834 14.385 14.942 15.510 16.093 16.690 17.304 17.945 18.619 19.328 20.067 20.836 4.000 0.000 115.79 0.00 1.75 0.0 21.633 4.083 0.000 119.95 0.00 1.82 0.0 22.459 4.167 0.000 124.28 0.00 1.89 0.0 23.315 4.250 0.000 129.48 0.00 1.96 0.0 24.207 4.333 0.000 135.81 0.00 2.03 0.0 25.142 4.417 0.000 143.87 0.00 2.11 0.0 26.132 4.500 0.000 153.59 0.00 2.19 0.0 27.190 4.583 0.000 163.74 0.00 2.28 0.0 28.318 4.667 0.000 173.90 0.00 2.37 0.0 29.515 4.750 0.000 185.36 0.00 2.47 0.0 30.791 4.833 0.000 197.82 0.00 2.58 0.0 32.154 4.917 0.000 209.99 0.00 2.70 0.0 33.600 5.000 0.000 221.56 0.00 2.81 6.2 35.083 5.083 0.000 236.41 0.00 2.93 18.9 36.581 5.167 0.000 261.50 0.00 3.05 35.7 38.136 5.250 0.000 301.11 0.00 3.17 62.9 39.777 5.333 0.000 349.79 0.00 3.30 97.6 41.514 5.417 0.000 401.66 0.00 3.44 134.3 43.355 5.500 0.000 459.53 0.00 3.59 173.4 45.326 5.583 0.000 506.12 0.00 3.75 214.3 47.336 5.667 0.000 490.94 0.00 3.87 251.8 48.983 5.750 0.000 400.28 0.00 3.94 277.4 49.829 5.833 0.000 299.04 0.00 3.94 286.9 49.912 5.917 0.000 221.06 0.00 3.91 283.4 49.483 6.000 0.000 171.82 0.00 3.86 271.9 48.794 6.083 0.000 137.38 0.00 3.80 256.4 47.974 6.167 0.000 111.03 0.00 3.73 239.0 47.093 6.250 0.000 89.69 0.00 3.66 220.7 46.191 6.333 0.000 73.42 0.00 3.59 202.3 45.303 6.417 0.000 60.90 0.00 3.53 184.4 44.452 6.500 0.000 51.28 0.00 3.47 167.5 43.652 6.583 0.000 43.55 0.00 3.41 151.6 42.908 6.667 0.000 37.19 0.00 3.36 136.9 42.221 6.750 0.000 31.59 0.00 3.31 123.4 41.588 6.833 0.000 27.21 0.00 3.27 111.0 41.011 6.917 0.000 23.88 0.00 3.23 99.7 40.489 7.000 0.000 20.89 0.00 3.19 89.5 40.016 7.083 0.000 18.10 0.00 3.16 80.3 39.588 7.167 0.000 15.10 0.00 3.13 71.9 39.198 7.250 0.000 12.64 0.00 3.10 64.2 38.842 7.333 0.000 10.23 0.00 3.08 57.2 38.519 7.417 0.000 8.29 0.00 3.05 50.9 38.225 7.500 0.000 6.52 0.00 3.03 45.2 37.959 7.583 0.000 5.66 0.00 3.01 40.0 37.723 7.667 0.000 5.16 0.00 3.00 35.5 37.514 7.750 0.000 4.75 0.00 2.98 32.6 37.322 7.833 0.000 4.37 0.00 2.97 31.0 37.138 7.917 0.000 4.00 0.00 2.96 29.5 36.963 8.000 0.000 3.56 0.00 2.94 28.0 36.795 8.083 0.000 3.06 0.00 2.93 26.5 36.633 8.167 0.000 2.50 0.00 2.92 25.2 36.477 8.250 0.000 1.88 0.00 2.91 23.8 36.326 8.333 0.000 1.15 0.00 2.90 22.5 36.179 8.417 0.000 0.36 0.00 2.88 21.3 36.035 8.500 0.000 0.21 0.00 2.87 20.0 35.898 8.583 0.000 0.13 0.00 2.86 18.9 35.769 8.667 0.000 0.08 0.00 2.85 17.8 35.647 8.750 0.000 0.04 0.00 2.85 16.8 35.532 8.833 0.000 0.02 0.00 2.84 15.8 35.423 8.917 0.000 0.00 0.00 2.83 14.9 35.321 9.000 0.000 0.00 0.00 2.82 14.0 35.224 9.083 0.000 0.00 0.00 2.81 13.2 35.133 9.167 0.000 0.00 0.00 2.81 12.4 35.047 9.250 0.000 0.00 0.00 2.80 11.7 34.967 9.333 0.000 0.00 0.00 2.80 11.0 34.891 9.417 0.000 0.00 0.00 2.79 10.4 34.819 9.500 0.000 0.00 0.00 2.78 9.8 34.752 9.583 0.000 0.00 0.00 2.78 9.2 34.688 9.667 0.000 0.00 0.00 2.78 8.7 34.628 9.750 0.000 0.00 0.00 2.77 8.2 34.572 9.833 0.000 0.00 0.00 2.77 7.7 34.519 9.917 0.000 0.00 0.00 2.76 7.3 34.469 10.000 0.000 0.00 0.00 2.76 6.8 34.421 10.083 0.000 0.00 0.00 2.76 6.4 34.377 10.167 0.000 0.00 0.00 2.75 6.1 34.335 10.250 0.000 0.00 0.00 2.75 5.7 34.296 10.333 0.000 0.00 0.00 2.75 5.4 34.259 10.417 0.000 0.00 0.00 2.74 5.1 34.224 10.500 0.000 0.00 0.00 2.74 4.8 34.191 10.583 0.000 0.00 0.00 2.74 4.5 34.160 10.667 0.000 0.00 0.00 2.74 4.2 34.131 10.750 0.000 0.00 0.00 2.73 4.0 34.103 10.833 0.000 0.00 0.00 2.73 3.8 34.077 10.917 0.000 0.00 0.00 2.73 3.5 34.053 11.000 0.000 0.00 0.00 2.73 3.3 34.030 11.083 0.000 0.00 0.00 2.73 3.1 34.008 11.167 0.000 0.00 0.00 2.73 3.0 33.988 11.250 0.000 0.00 0.00 2.72 2.8 33.968 11.333 0.000 0.00 0.00 2.72 2.6 33.950 11.417 0.000 0.00 0.00 2.72 2.5 33.933 11.500 0.000 0.00 0.00 2.72 2.3 33.917 11.583 0.000 0.00 0.00 2.72 2.2 33.902 11.667 0.000 0.00 0.00 2.72 2.1 33.888 11.750 0.000 0.00 0.00 2.72 2.0 33.874 11.833 0.000 0.00 0.00 2.72 1.8 33.862 11.917 0.000 0.00 0.00 2.71 1.7 33.850 12.000 0.000 0.00 0.00 2.71 1.6 33.838 12.083 0.000 0.00 0.00 2.71 1.5 33.828 12.167 0.000 0.00 0.00 2.71 1.4 33.818 12.250 0.000 0.00 0.00 2.71 1.4 33.809 12.333 0.000 0.00 0.00 2.71 1.3 33.800 12.417 0.000 0.00 0.00 2.71 1.2 33.791 12.500 0.000 0.00 0.00 2.71 1.1 33.784 12.583 0.000 0.00 0.00 2.71 1.1 33.776 12.667 0.000 0.00 0.00 2.71 1.0 33.769 12.750 0.000 0.00 0.00 2.71 1.0 33.763 12.833 0.000 0.00 0.00 2.71 0.9 33.756 12.917 0.000 0.00 0.00 2.71 0.8 33.751 13.000 0.000 0.00 0.00 2.71 0.8 33.745 13.083 0.000 0.00 0.00 2.71 0.7 33.740 13.167 0.000 0.00 0.00 2.71 0.7 33.735 13.250 0.000 0.00 0.00 2.71 0.7 33.731 13.333 0.000 0.00 0.00 2.71 0.6 33.726 13.417 0.000 0.00 0.00 2.70 0.6 33.722 13.500 0.000 0.00 0.00 2.70 0.6 33.718 13.583 0.000 0.00 0.00 2.70 0.5 33.715 13.667 0.000 0.00 0.00 2.70 0.5 33.711 13.750 0.000 0.00 0.00 2.70 0.5 33.708 13.833 0.000 0.00 0.00 2.70 0.4 33.705 13.917 0.000 0.00 0.00 2.70 0.4 33.702 14.000 0.000 0.00 0.00 2.70 0.4 33.700 14.083 0.000 0.00 0.00 2.70 0.4 33.697 14.167 0.000 0.00 0.00 2.70 0.3 33.695 14.250 0.000 0.00 0.00 2.70 0.3 33.692 14.333 0.000 0.00 0.00 2.70 0.3 33.690 14.417 0.000 0.00 0.00 2.70 0.3 33.688 14.500 0.000 0.00 0.00 2.70 0.3 33.687 14.583 0.000 0.00 0.00 2.70 0.3 33.685 14.667 0.000 0.00 0.00 2.70 0.2 33.683 14.750 0.000 0.00 0.00 2.70 0.2 33.682 14.833 0.000 0.00 0.00 2.70 0.2 33.680 14.917 0.000 0.00 0.00 2.70 0.2 33.679 15.000 0.000 0.00 0.00 2.70 0.2 33.677 15.083 0.000 0.00 0.00 2.70 0.2 33.676 15.167 0.000 0.00 0.00 2.70 0.2 33.675 15.250 0.000 0.00 0.00 2.70 0.2 33.674 15.333 0.000 0.00 0.00 2.70 0.1 33.673 15.417 0.000 0.00 0.00 2.70 0.1 33.672 15.500 0.000 0.00 0.00 2.70 0.1 33.671 15.583 0.000 0.00 0.00 2.70 0.1 33.670 15.667 0.000 0.00 0.00 2.70 0.1 33.669 15.750 0.000 0.00 0.00 2.70 0.1 33.669 15.833 0.000 0.00 0.00 2.70 0.1 33.668 15.917 0.000 0.00 0.00 2.70 0.1 33.667 16.000 0.000 0.00 0.00 2.70 0.1 33.667 16.083 0.000 0.00 0.00 2.70 0.1 33.666 16.167 0.000 0.00 0.00 2.70 0.1 33.665 16.250 0.000 0.00 0.00 2.70 0.1 33.665 16.333 0.000 0.00 0.00 2.70 0.1 33.664 16.417 0.000 0.00 0.00 2.70 0.1 33.664 16.500 0.000 0.00 0.00 2.70 0.1 33.663 16.583 0.000 0.00 0.00 2.70 0.1 33.663 16.667 0.000 0.00 0.00 2.70 0.1 33.663 16.750 0.000 0.00 0.00 2.70 0.1 33.662 16.833 0.000 0.00 0.00 2.70 0.1 33.662 16.917 0.000 0.00 0.00 2.70 0.0 33.662 17.000 0.000 0.00 0.00 2.70 0.0 33.661 17.083 0.000 0.00 0.00 2.70 0.0 33.661 17.167 0.000 0.00 0.00 2.70 0.0 33.661 17.250 0.000 0.00 0.00 2.70 0.0 33.660 17.333 0.000 0.00 0.00 2.70 0.0 33.660 17.417 0.000 0.00 0.00 2.70 0.0 33.660 17.500 0.000 0.00 0.00 2.70 0.0 33.660 17.583 0.000 0.00 0.00 2.70 0.0 33.659 17.667 0.000 0.00 0.00 2.70 0.0 33.659 17.750 0.000 0.00 0.00 2.70 0.0 33.659 17.833 0.000 0.00 0.00 2.70 0.0 33.659 17.917 0.000 0.00 0.00 2.70 0.0 33.659 18.000 0.000 0.00 0.00 2.70 0.0 33.658 18.083 0.000 0.00 0.00 2.70 0.0 33.658 18.167 0.000 0.00 0.00 2.70 0.0 33.658 18.250 0.000 0.00 0.00 2.70 0.0 33.658 18.333 0.000 0.00 0.00 2.70 0.0 33.657 18.417 0.000 0.00 0.00 2.70 0.0 33.657 18.500 0.000 0.00 0.00 2.70 0.0 33.657 18.583 0.000 0.00 0.00 2.70 0.0 33.657 18.667 0.000 0.00 0.00 2.70 0.0 33.657 18.750 0.000 0.00 0.00 2.70 0.0 33.656 18.833 0.000 0.00 0.00 2.70 0.0 33.656 18.917 0.000 0.00 0.00 2.70 0.0 33.656 19.000 0.000 0.00 0.00 2.70 0.0 33.656 19.083 0.000 0.00 0.00 2.70 0.0 33.655 19.167 0.000 0.00 0.00 2.70 0.0 33.655 19.250 0.000 0.00 0.00 2.70 0.0 33.655 19.333 0.000 0.00 0.00 2.70 0.0 33.655 19.417 0.000 0.00 0.00 2.70 0.0 33.654 19.500 0.000 0.00 0.00 2.70 0.0 33.654 19.583 0.000 0.00 0.00 2.70 0.0 33.654 19.667 0.000 0.00 0.00 2.70 0.0 33.654 19.750 0.000 0.00 0.00 2.70 0.0 33.654 19.833 0.000 0.00 0.00 2.70 0.0 33.653 19.917 0.000 0.00 0.00 2.70 0.0 33.653 20.000 0.000 0.00 0.00 2.70 0.0 33.653 20.083 0.000 0.00 0.00 2.70 0.0 33.653 20.167 0.000 0.00 0.00 2.70 0.0 33.652 20.250 0.000 0.00 0.00 2.70 0.0 33.652 20.333 0.000 0.00 0.00 2.70 0.0 33.652 20.417 0.000 0.00 0.00 2.70 0.0 33.652 20.500 0.000 0.00 0.00 2.70 0.0 33.651 20.583 0.000 0.00 0.00 2.70 0.0 33.651 20.667 0.000 0.00 0.00 2.70 0.0 33.651 20.750 0.000 0.00 0.00 2.70 0.0 33.651 20.833 0.000 0.00 0.00 2.70 0.0 33.651 20.917 0.000 0.00 0.00 2.70 0.0 33.650 21.000 0.000 0.00 0.00 2.70 0.0 33.650 21.083 0.000 0.00 0.00 2.70 0.0 33.650 21.167 0.000 0.00 0.00 2.70 0.0 33.650 21.250 0.000 0.00 0.00 2.70 0.0 33.649 21.333 0.000 0.00 0.00 2.70 0.0 33.649 21.417 0.000 0.00 0.00 2.70 0.0 33.649 21.500 0.000 0.00 0.00 2.70 0.0 33.649 21.583 0.000 0.00 0.00 2.70 0.0 33.648 21.667 0.000 0.00 0.00 2.70 0.0 33.648 21.750 0.000 0.00 0.00 2.70 0.0 33.648 21.833 0.000 0.00 0.00 2.70 0.0 33.648 21.917 0.000 0.00 0.00 2.70 0.0 33.648 22.000 0.000 0.00 0.00 2.70 0.0 33.647 22.083 0.000 0.00 0.00 2.70 0.0 33.647 22.167 0.000 0.00 0.00 2.70 0.0 33.647 22.250 0.000 0.00 0.00 2.70 0.0 33.647 22.333 0.000 0.00 0.00 2.70 0.0 33.646 22.417 0.000 0.00 0.00 2.70 0.0 33.646 22.500 0.000 0.00 0.00 2.70 0.0 33.646 22.583 0.000 0.00 0.00 2.70 0.0 33.646 22.667 0.000 0.00 0.00 2.70 0.0 33.646 22.750 0.000 0.00 0.00 2.70 0.0 33.645 22.833 0.000 0.00 0.00 2.70 0.0 33.645 22.917 0.000 0.00 0.00 2.70 0.0 33.645 23.000 0.000 0.00 0.00 2.70 0.0 33.645 23.083 0.000 0.00 0.00 2.70 0.0 33.644 23.167 0.000 0.00 0.00 2.70 0.0 33.644 23.250 0.000 0.00 0.00 2.70 0.0 33.644 23.333 0.000 0.00 0.00 2.70 0.0 33.644 23.417 0.000 0.00 0.00 2.70 0.0 33.643 23.500 0.000 0.00 0.00 2.70 0.0 33.643 23.583 0.000 0.00 0.00 2.70 0.0 33.643 23.667 0.000 0.00 0.00 2.70 0.0 33.643 23.750 0.000 0.00 0.00 2.70 0.0 33.643 23.833 0.000 0.00 0.00 2.70 0.0 33.642 23.917 0.000 0.00 0.00 2.70 0.0 33.642 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 68.980 AF BASIN STORAGE = 31.501 AF (WITH OUTFLOW VOLUME = 37.471 AF LOSS VOLUME = 0.000 AF 0.000 AF INITIALLY FILLED) **************************************************************************** FLOOD ROU T I N G ANA LYS I S ACCORDING TO RIVERSIDE COUNTY FLOOD CONTORL AND WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1989-2015 Advanced Engineering Software (aes) (Synthetic Unit Hydrograph Version 22.0) Release Date: 07/01/2015 License ID 1673 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TRAVERTINE DEVELOPMENT * BASIN ROUTING - 100 YEAR STORM 24 HOUR A + B * 09-23-2021 6 - 42IN RISERS ************************************************************************** FILE NAME: TR-BAS24.DAT TIME/DATE OF STUDY: 08:32 09/23/2021 **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #1) WATERSHED AREA = 220.300 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.204 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.350 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.525 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.175 USER -ENTERED RAINFALL = 4.61 INCHES RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 122.549 UNIT HYDROGRAPH DETERMINATION INTERVAL "5" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 25.807 229.184 2 74.528 432.690 3 87.625 116.310 4 93.498 52.159 5 96.831 29.598 6 98.452 14.398 7 99.291 7.448 8 99.716 3.778 9 99.929 1.889 10 100.000 0.630 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0092 0.0048 0.0044 2 0.0138 0.0073 0.0066 3 0.0138 0.0073 0.0066 4 0.0184 0.0097 0.0088 5 0.0138 0.0073 0.0066 6 0.0138 0.0073 0.0066 7 0.0138 0.0073 0.0066 8 0.0184 0.0097 0.0088 9 0.0184 0.0097 0.0088 10 0.0184 0.0097 0.0088 11 0.0231 0.0121 0.0109 12 0.0231 0.0121 0.0109 13 0.0231 0.0121 0.0109 14 0.0231 0.0121 0.0109 15 0.0231 0.0121 0.0109 16 0.0277 0.0145 0.0131 17 0.0277 0.0145 0.0131 18 0.0323 0.0169 0.0153 19 0.0323 0.0169 0.0153 20 0.0369 0.0194 0.0175 21 0.0277 0.0145 0.0131 22 0.0323 0.0169 0.0153 23 0.0369 0.0194 0.0175 24 0.0369 0.0194 0.0175 25 0.0415 0.0218 0.0197 26 0.0415 0.0218 0.0197 27 0.0461 0.0242 0.0219 28 0.0461 0.0242 0.0219 29 0.0461 0.0242 0.0219 30 0.0507 0.0266 0.0241 31 0.0553 0.0290 0.0263 32 0.0599 0.0315 0.0285 33 0.0692 0.0363 0.0328 34 0.0692 0.0363 0.0328 35 0.0738 0.0387 0.0350 36 0.0784 0.0411 0.0372 37 0.0876 0.0460 0.0416 38 0.0922 0.0484 0.0438 39 0.0968 0.0508 0.0460 40 0.1014 0.0532 0.0482 41 0.0692 0.0363 0.0328 42 0.0692 0.0363 0.0328 43 0.0922 0.0484 0.0438 44 0.0922 0.0484 0.0438 45 0.0876 0.0460 0.0416 46 0.0876 0.0460 0.0416 47 0.0784 0.0411 0.0372 48 0.0830 0.0436 0.0394 49 0.1153 0.0605 0.0547 50 0.1199 0.0629 0.0569 51 0.1291 0.0678 0.0613 52 0.1337 0.0702 0.0635 53 0.1567 0.0765 0.0803 54 0.1567 0.0753 0.0814 55 0.1060 0.0557 0.0504 56 0.1060 0.0557 0.0504 57 0.1245 0.0653 0.0591 58 0.1199 0.0629 0.0569 59 0.1199 0.0629 0.0569 60 0.1153 0.0605 0.0547 61 0.1106 0.0581 0.0526 62 0.1060 0.0557 0.0504 63 0.0876 0.0460 0.0416 64 0.0876 0.0460 0.0416 65 0.0184 0.0097 0.0088 66 0.0184 0.0097 0.0088 67 0.0138 0.0073 0.0066 68 0.0138 0.0073 0.0066 69 0.0231 0.0121 0.0109 70 0.0231 0.0121 0.0109 71 0.0231 0.0121 0.0109 72 0.0184 0.0097 0.0088 73 0.0184 0.0097 0.0088 74 0.0184 0.0097 0.0088 75 0.0138 0.0073 0.0066 76 0.0092 0.0048 0.0044 77 0.0138 0.0073 0.0066 78 0.0184 0.0097 0.0088 79 0.0138 0.0073 0.0066 80 0.0092 0.0048 0.0044 81 0.0138 0.0073 0.0066 82 0.0138 0.0073 0.0066 83 0.0138 0.0073 0.0066 84 0.0092 0.0048 0.0044 85 0.0138 0.0073 0.0066 86 0.0092 0.0048 0.0044 87 0.0138 0.0073 0.0066 88 0.0092 0.0048 0.0044 89 0.0138 0.0073 0.0066 90 0.0092 0.0048 0.0044 91 0.0092 0.0048 0.0044 92 0.0092 0.0048 0.0044 93 0.0092 0.0048 0.0044 94 0.0092 0.0048 0.0044 95 0.0092 0.0048 0.0044 96 0.0092 0.0048 0.0044 TOTAL STORM RAINFALL(INCHES) = 4.61 TOTAL SOIL-LOSS(INCHES) = 2.41 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.20 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ 44.1975 40.4136 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 17.5 35.0 52.5 70.0 0.083 0.0069 1.00 Q 0.167 0.0138 1.00 Q 0.250 0.0207 1.00 Q 0.333 0.0442 3.40 VQ 0.417 0.0676 3.40 VQ 0.500 0.0910 3.40 VQ 0.583 0.1245 4.86 V Q 0.667 0.1579 4.86 V Q 0.750 0.1914 4.86 V Q 0.833 0.2316 5.84 V Q 0.917 0.2718 5.84 V Q 1.000 0.3121 5.84 V Q 1.083 0.3571 6.53 V Q 1.167 0.4020 6.53 V Q 1.250 0.4470 6.53 V Q 1.333 0.4881 5.97 V Q 1.417 0.5292 5.97 V Q 1.500 0.5703 5.97 V Q 1.583 0.6109 5.89 V Q 1.667 0.6514 5.89 V Q 1.750 0.6920 5.89 V Q 1.833 0.7359 6.38 V Q 1.917 0.7798 6.38 V Q 2.000 0.8237 6.38 V Q 2.083 0.8741 7.31 V Q 2.167 0.9244 7.31 V Q 2.250 0.9747 7.31 V Q 2.333 1.0267 7.55 .V Q 2.417 1.0787 7.55 .V Q 2.500 1.1308 7.55 .V Q 2.583 1.1870 8.16 .V Q 2.667 1.2432 8.16 .V Q 2.750 1.2994 8.16 .V Q 2.833 1.3626 9.17 .V Q 2.917 1.4257 9.17 .V Q 3.000 1.4889 9.17 .V Q 3.083 1.5540 9.45 .V Q 3.167 1.6191 9.45 .V Q 3.250 1.6842 9.45 .V Q 3.333 1.7502 9.58 .V Q 3.417 1.8162 9.58 .V Q 3.500 1.8822 9.58 .V Q 3.583 1.9487 9.66 .V Q 3.667 2.0152 9.66 .V Q 3.750 2.0817 9.66 . V Q 3.833 2.1519 10.19 . V Q 3.917 2.2221 10.19 . V Q . 4.000 2.2923 10.19 . V Q . 4.083 2.3692 11.16 . V Q . 4.167 2.4460 11.16 . V Q . 4.250 2.5229 11.16 . V Q . 4.333 2.6050 11.92 . V Q . 4.417 2.6871 11.92 4.500 2.7693 11.92 4.583 2.8587 12.99 4.667 2.9482 12.99 4.750 3.0376 12.99 4.833 3.1328 13.81 4.917 3.2279 13.81 5.000 3.3230 13.81 5.083 3.4188 13.90 5.167 3.5145 13.90 5.250 3.6102 13.90 5.333 3.6987 12.84 5.417 3.7872 12.84 5.500 3.8756 12.84 5.583 3.9716 13.94 5.667 4.0676 13.94 5.750 4.1636 13.94 5.833 4.2669 15.00 5.917 4.3702 15.00 6.000 4.4735 15.00 6.083 4.5822 15.78 6.167 4.6908 15.78 6.250 4.7995 15.78 6.333 4.9157 16.86 6.417 5.0318 16.86 6.500 5.1479 16.86 6.583 5.2698 17.69 6.667 5.3917 17.69 6.750 5.5135 17.69 6.833 5.6429 18.79 6.917 5.7723 18.79 7.000 5.9017 18.79 7.083 6.0335 19.13 7.167 6.1652 19.13 7.250 6.2970 19.13 7.333 6.4332 19.79 7.417 6.5695 19.79 7.500 6.7057 19.79 7.583 6.8526 21.32 7.667 6.9994 21.32 7.750 7.1463 21.32 7.833 7.3051 23.07 7.917 7.4640 23.07 8.000 7.6228 23.07 8.083 7.7978 25.41 8.167 7.9728 25.41 8.250 8.1478 25.41 8.333 8.3389 27.75 8.417 8.5299 27.75 8.500 8.7210 27.75 8.583 8.9206 28.97 8.667 9.1201 28.97 8.750 9.3196 28.97 8.833 9.5315 30.76 8.917 9.7433 30.76 9.000 9.9552 30.76 9.083 10.1835 33.15 9.167 10.4119 33.15 9.250 10.6402 33.15 9.333 10.8882 36.01 9.417 11.1363 36.01 9.500 11.3843 36.01 9.583 11.6473 38.20 9.667 11.9104 38.20 . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . . V Q . • V Q . • V Q . • V Q . • V Q . . V Q . . V Q. . V Q. . V Q. . V Q. . V Q. . V Q. . V Q . V Q . V Q . V Q . V Q . V Q • V Q . V Q . V Q . V .Q . V .Q . V .Q . V Q . V Q . V Q . V • Q . V • Q . V • Q . V . Q . V . Q . V . Q . V . Q . V . Q . . V . Q . . V . Q . . V. Q . . V. Q . . V. Q . . V. Q . . V. Q . . V Q . . V Q . . V Q . . V Q . V Q . V Q . .V .Q . .V .Q 9.750 12.1735 38.20 . . V .Q 9.833 12.4506 40.25 • . V . Q 9.917 12.7278 40.25 • . V . Q 10.000 13.0050 40.25 . . V . Q 10.083 13.2684 38.24 . . V .Q 10.167 13.5317 38.24 . . V .Q 10.250 13.7950 38.24 . . V .Q 10.333 14.0163 32.13 • . V Q . 10.417 14.2376 32.13 • . V Q . 10.500 14.4589 32.13 . V Q . 10.583 14.6869 33.11 • V Q . 10.667 14.9150 33.11 . V Q . 10.750 15.1430 33.11 . V Q . 10.833 15.3991 37.18 . V .Q 10.917 15.6552 37.18 . V .Q 11.000 15.9113 37.18 • V .Q 11.083 16.1700 37.57 • V .Q 11.167 16.4287 37.57 • V .Q 11.250 16.6875 37.57 • V .Q 11.333 16.9423 37.00 . V .Q 11.417 17.1971 37.00 . V .Q 11.500 17.4520 37.00 . V .Q 11.583 17.6997 35.97 . V Q 11.667 17.9474 35.97 . V Q 11.750 18.1951 35.97 • V Q 11.833 18.4331 34.57 • VQ. 11.917 18.6712 34.57 • VQ. 12.000 18.9093 34.57 • VQ. 12.083 19.1744 38.51 . V . Q 12.167 19.4396 38.51 . V. Q 12.250 19.7048 38.51 . V. Q 12.333 20.0193 45.67 . V. Q . 12.417 20.3338 45.67 • V Q . 12.500 20.6483 45.67 • V Q . 12.583 20.9885 49.39 . V Q . 12.667 21.3286 49.39 • V Q . 12.750 21.6688 49.39 . V Q . 12.833 22.0327 52.84 . .V Q 12.917 22.3966 52.84 . . V Q 13.000 22.7605 52.84 . . V Q 13.083 23.1648 58.70 . . V • Q 13.167 23.5691 58.70 . . V • Q 13.250 23.9733 58.70 . . V • Q 13.333 24.4346 66.98 • . V Q . 13.417 24.8959 66.98 . V Q . 13.500 25.3572 66.98 . V Q . 13.583 25.7890 62.70 . V Q . 13.667 26.2209 62.70 . V . Q . 13.750 26.6527 62.70 . V . Q 13.833 27.0004 50.48 • V Q . 13.917 27.3480 50.48 • VQ . 14.000 27.6957 50.48 • VQ . 14.083 28.0368 49.54 . VQ . 14.167 28.3780 49.54 . Q . 14.250 28.7192 49.54 . Q . 14.333 29.0740 51.53 . VQ. 14.417 29.4289 51.53 . Q. 14.500 29.7838 51.53 . Q. 14.583 30.1339 50.84 . Q. 14.667 30.4840 50.84 . QV 14.750 30.8341 50.84 . QV 14.833 31.1797 50.17 . Q V 14.917 31.5252 50.17 . Q V 15.000 31.8707 50.17 . Q V 15.083 32.2059 48.67 . 15.167 32.5411 48.67 . 15.250 32.8764 48.67 . 15.333 33.1995 46.93 . 15.417 33.5227 46.93 . 15.500 33.8459 46.93 . 15.583 34.1460 43.58 . 15.667 34.4461 43.58 . 15.750 34.7462 43.58 . 15.833 35.0172 39.35 . 15.917 35.2883 39.35 . 16.000 35.5593 39.35 . 16.083 35.7700 30.60 . 16.167 35.9808 30.60 . 16.250 36.1915 30.60 . 16.333 36.3005 15.82 . 16.417 36.4095 15.82 . 16.500 36.5184 15.82 . 16.583 36.5954 11.18 • Q 16.667 36.6725 11.18 . Q 16.750 36.7495 11.18 . Q 16.833 36.8071 8.37 . Q 16.917 36.8647 8.37 . Q 17.000 36.9224 8.37 . Q 17.083 36.9779 8.06 . Q 17.167 37.0334 8.06 . Q 17.250 37.0890 8.06 . Q 17.333 37.1533 9.33 . Q 17.417 37.2175 9.33 . Q 17.500 37.2818 9.33 . Q 17.583 37.3474 9.52 . Q 17.667 37.4129 9.52 . Q 17.750 37.4784 9.52 . Q 17.833 37.5410 9.08 • Q 17.917 37.6035 9.08 • Q 18.000 37.6661 9.08 • Q 18.083 37.7225 8.19 . Q 18.167 37.7788 8.19 . Q 18.250 37.8352 8.19 . Q 18.333 37.8901 7.96 . Q 18.417 37.9449 7.96 . Q 18.500 37.9998 7.96 . Q 18.583 38.0506 7.38 . Q 18.667 38.1014 7.38 . Q 18.750 38.1522 7.38 . Q 18.833 38.1927 5.88 . Q 18.917 38.2331 5.88 . Q 19.000 38.2736 5.88 . Q 19.083 38.3091 5.15 . Q 19.167 38.3446 5.15 . Q 19.250 38.3801 5.15 . Q 19.333 38.4230 6.22 . Q 19.417 38.4658 6.22 . Q 19.500 38.5087 6.22 . Q 19.583 38.5550 6.73 . Q 19.667 38.6014 6.73 . Q 19.750 38.6478 6.73 . Q 19.833 38.6860 5.55 . Q 19.917 38.7243 5.55 . Q 20.000 38.7625 5.55 . Q 20.083 38.7969 4.98 . Q 20.167 38.8312 4.98 . Q 20.250 38.8655 4.98 . Q 20.333 38.9043 5.63 . Q Q. Q. Q. Q .V Q . V Q . V Q . V . Q • V . Q • V . Q • V . Q . V . Q V • Q V • Q V • Q V Q . V Q . V Q . V V V V V V V V V V V V V V V V V V ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . ✓ . 20.417 38.9431 5.63 . Q V . 20.500 38.9819 5.63 . Q V . 20.583 39.0214 5.74 . Q V . 20.667 39.0610 5.74 . Q V . 20.750 39.1006 5.74 . Q V . 20.833 39.1369 5.28 . Q V . 20.917 39.1733 5.28 . Q V . 21.000 39.2096 5.28 . Q V . 21.083 39.2431 4.86 . Q V . 21.167 39.2766 4.86 . Q V . 21.250 39.3101 4.86 . Q V . 21.333 39.3450 5.07 . Q V . 21.417 39.3799 5.07 . Q V . 21.500 39.4148 5.07 . Q V. 21.583 39.4476 4.77 . Q V. 21.667 39.4804 4.77 . Q V. 21.750 39.5132 4.77 . Q V. 21.833 39.5477 5.01 . Q V. 21.917 39.5822 5.01 . Q V. 22.000 39.6167 5.01 . Q V. 22.083 39.6493 4.74 . Q V. 22.167 39.6820 4.74 . Q V. 22.250 39.7146 4.74 . Q V. 22.333 39.7490 5.00 . Q V. 22.417 39.7834 5.00 . Q V. 22.500 39.8179 5.00 . Q V. 22.583 39.8470 4.23 . Q V. 22.667 39.8761 4.23 . Q V. 22.750 39.9053 4.23 . Q V. 22.833 39.9331 4.04 . Q V. 22.917 39.9610 4.04 . Q V. 23.000 39.9888 4.04 . Q V. 23.083 40.0162 3.97 . Q V. 23.166 40.0436 3.97 . Q V. 23.250 40.0710 3.97 . Q V. 23.333 40.0980 3.93 . Q V. 23.416 40.1251 3.93 . Q V. 23.500 40.1522 3.93 . Q V. 23.583 40.1791 3.91 . Q V. 23.666 40.2060 3.91 . Q V. 23.750 40.2329 3.91 . Q V. 23.833 40.2598 3.90 . Q V. 23.916 40.2866 3.90 . Q V. 24.000 40.3135 3.90 . Q V. 24.083 40.3334 2.89 .Q V. 24.166 40.3533 2.89 .Q V. 24.250 40.3732 2.89 .Q V. 24.333 40.3800 0.99 Q V. 24.416 40.3869 0.99 Q V. 24.500 40.3937 0.99 Q V. 24.583 40.3970 0.48 Q V. 24.666 40.4003 0.48 Q V. 24.750 40.4036 0.48 Q V. 24.833 40.4054 0.25 Q V. 24.916 40.4071 0.25 Q V. 25.000 40.4089 0.25 Q V. 25.083 40.4097 0.12 Q V. 25.166 40.4106 0.12 Q V. 25.250 40.4114 0.12 Q V. 25.333 40.4118 0.06 Q V. 25.416 40.4123 0.06 Q V. 25.500 40.4127 0.06 Q V. 25.583 40.4129 0.03 Q V. 25.666 40.4131 0.03 Q V. 25.750 40.4132 0.03 Q V. 25.833 40.4133 0.01 Q V. 25.916 40.4134 0.01 Q V. 26.000 40.4135 0.01 Q V. 26.083 40.4135 0.00 Q V. 26.166 40.4135 0.00 Q V. 26.250 40.4135 0.00 Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1575.0 10% 1020.0 20% 690.0 30% 525.0 40% 480.0 50% 375.0 60% 225.0 70% 180.0 80% 45.0 90% 30.0 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 10.00 IS CODE = 1 » »>SUBAREA RUNOFF (UNIT-HYDROGRAPH ANALYSIS) « «< (UNIT-HYDROGRAPH ADDED TO STREAM #2) WATERSHED AREA = 295.700 ACRES BASEFLOW = 0.000 CFS/SQUARE-MILE *USER ENTERED "LAG" TIME = 0.322 HOURS CAUTION: LAG TIME IS LESS THAN 0.50 HOURS. THE 5 -MINUTE PERIOD UH MODEL (USED IN THIS COMPUTER PROGRAM) MAY BE TOO LARGE FOR PEAK FLOW ESTIMATES. VALLEY S -GRAPH SELECTED UNIFORM MEAN SOIL-LOSS(INCH/HOUR) = 0.358 LOW SOIL -LOSS RATE PERCENT(DECIMAL) = 0.545 MINIMUM SOIL -LOSS RATE(INCH/HOUR) = 0.179 USER -ENTERED RAINFALL = 4.61 INCHES RCFC&WCD 24 -Hour Storm (15 -Minute period) SELECTED *USER SPECIFIED PRECIPITATION DEPTH -AREA ADJUSTMENT FACTOR = 1.0000 UNIT HYDROGRAPH TIME UNIT = 15.000 MINUTES UNIT INTERVAL PERCENTAGE OF LAG -TIME = 77.640 UNIT HYDROGRAPH DETERMINATION INTERVAL "S" GRAPH NUMBER MEAN VALUES UNIT HYDROGRAPH ORDINATES(CFS) 1 12.394 147.738 2 56.184 522.001 3 76.848 246.318 4 85.296 100.709 5 90.213 58.608 6 93.486 39.021 7 95.821 27.826 8 97.435 19.239 9 98.351 10.926 10 98.908 6.643 11 99.414 6.023 12 99.765 4.193 13 99.941 2.097 14 100.000 0.699 **************************************************************************** UNIT UNIT UNIT EFFECTIVE PERIOD RAINFALL SOIL -LOSS RAINFALL (NUMBER) (INCHES) (INCHES) (INCHES) 1 0.0092 0.0050 0.0042 2 0.0138 0.0075 0.0063 3 0.0138 0.0075 0.0063 4 0.0184 0.0100 0.0084 5 0.0138 0.0075 0.0063 6 0.0138 0.0075 0.0063 7 0.0138 0.0075 0.0063 8 0.0184 0.0100 0.0084 9 0.0184 0.0100 0.0084 10 0.0184 0.0100 0.0084 11 0.0231 0.0126 0.0105 12 0.0231 0.0126 0.0105 13 0.0231 0.0126 0.0105 14 0.0231 0.0126 0.0105 15 0.0231 0.0126 0.0105 16 0.0277 0.0151 0.0126 17 0.0277 0.0151 0.0126 18 0.0323 0.0176 0.0147 19 0.0323 0.0176 0.0147 20 0.0369 0.0201 0.0168 21 0.0277 0.0151 0.0126 22 0.0323 0.0176 0.0147 23 0.0369 0.0201 0.0168 24 0.0369 0.0201 0.0168 25 0.0415 0.0226 0.0189 26 0.0415 0.0226 0.0189 27 0.0461 0.0251 0.0210 28 0.0461 0.0251 0.0210 29 0.0461 0.0251 0.0210 30 0.0507 0.0276 0.0231 31 0.0553 0.0301 0.0252 32 0.0599 0.0327 0.0273 33 0.0692 0.0377 0.0315 34 0.0692 0.0377 0.0315 35 0.0738 0.0402 0.0336 36 0.0784 0.0427 0.0357 37 0.0876 0.0477 0.0399 38 0.0922 0.0502 0.0420 39 0.0968 0.0528 0.0440 40 0.1014 0.0553 0.0461 41 0.0692 0.0377 0.0315 42 0.0692 0.0377 0.0315 43 0.0922 0.0502 0.0420 44 0.0922 0.0502 0.0420 45 0.0876 0.0477 0.0399 46 0.0876 0.0477 0.0399 47 0.0784 0.0427 0.0357 48 0.0830 0.0452 0.0378 49 0.1153 0.0628 0.0524 50 0.1199 0.0653 0.0545 51 0.1291 0.0703 0.0587 52 0.1337 0.0729 0.0608 53 0.1567 0.0782 0.0785 54 0.1567 0.0771 0.0797 55 0.1060 0.0578 0.0482 56 0.1060 0.0578 0.0482 57 0.1245 0.0678 0.0566 58 0.1199 0.0653 0.0545 59 0.1199 0.0653 0.0545 60 0.1153 0.0628 0.0524 61 0.1106 0.0603 0.0503 62 0.1060 0.0578 0.0482 63 0.0876 0.0477 0.0399 64 0.0876 0.0477 0.0399 65 0.0184 0.0100 0.0084 66 0.0184 0.0100 0.0084 67 0.0138 0.0075 0.0063 68 0.0138 0.0075 0.0063 69 0.0231 0.0126 0.0105 70 0.0231 0.0126 0.0105 71 0.0231 0.0126 0.0105 72 0.0184 0.0100 0.0084 73 0.0184 0.0100 0.0084 74 0.0184 0.0100 0.0084 75 0.0138 0.0075 0.0063 76 0.0092 0.0050 0.0042 77 0.0138 0.0075 0.0063 78 0.0184 0.0100 0.0084 79 0.0138 0.0075 0.0063 80 0.0092 0.0050 0.0042 81 0.0138 0.0075 0.0063 82 0.0138 0.0075 0.0063 83 0.0138 0.0075 0.0063 84 0.0092 0.0050 0.0042 85 0.0138 0.0075 0.0063 86 0.0092 0.0050 0.0042 87 0.0138 0.0075 0.0063 88 0.0092 0.0050 0.0042 89 0.0138 0.0075 0.0063 90 0.0092 0.0050 0.0042 91 0.0092 0.0050 0.0042 92 0.0092 0.0050 0.0042 93 0.0092 0.0050 0.0042 94 0.0092 0.0050 0.0042 95 0.0092 0.0050 0.0042 96 0.0092 0.0050 0.0042 TOTAL STORM RAINFALL(INCHES) = 4.61 TOTAL SOIL-LOSS(INCHES) = 2.50 TOTAL EFFECTIVE RAINFALL(INCHES) = 2.11 TOTAL SOIL -LOSS VOLUME(ACRE-FEET) _ TOTAL STORM RUNOFF VOLUME(ACRE-FEET) _ 61.5276 52.0437 24-HOUR STORM RUNOFF HYDROGRAPH HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 22.5 45.0 67.5 90.0 0.083 0.0043 0.62 Q 0.167 0.0085 0.62 Q 0.250 0.0128 0.62 Q 0.333 0.0343 3.12 VQ 0.417 0.0558 3.12 VQ 0.500 0.0773 3.12 VQ 0.583 0.1134 5.25 V Q 0.667 0.1495 5.25 V Q 0.750 0.1857 5.25 V Q 0.833 0.2304 6.50 V Q 0.917 0.2752 6.50 V Q 1.000 0.3199 6.50 V Q 1.083 0.3732 7.74 V Q 1.167 0.4265 7.74 V Q 1.250 0.4798 7.74 V Q 1.333 0.5311 7.45 V Q 1.417 0.5824 7.45 V Q 1.500 0.6337 7.45 V Q 1.583 0.6842 7.34 V Q 1.667 0.7348 7.34 V Q 1.750 0.7853 7.34 V Q 1.833 0.8384 7.70 V Q 1.917 0.8914 7.70 V Q 2.000 0.9445 7.70 V Q 2.083 1.0053 8.84 V Q 2.167 1.0662 8.84 V Q 2.250 1.1271 8.84 V Q 2.333 1.1918 9.39 V Q 2.417 1.2564 9.39 V Q 2.500 1.3210 9.39 V Q 2.583 1.3894 9.93 .V Q 2.667 1.4578 9.93 .V Q 2.750 1.5261 9.93 .V Q 2.833 1.6030 11.16 .V Q 2.917 1.6798 11.16 .V Q 3.000 1.7567 11.16 .V Q 3.083 1.8377 11.77 .V Q 3.167 1.9187 11.77 .V Q 3.250 1.9998 11.77 .V Q 3.333 2.0827 12.04 .V Q 3.417 2.1656 12.04 .V Q 3.500 2.2485 12.04 .V Q 3.583 2.3326 12.20 .V Q 3.667 2.4166 12.20 .V Q 3.750 2.5006 12.20 .V Q 3.833 2.5875 12.61 .V Q 3.917 2.6744 12.61 . V Q . 4.000 2.7612 12.61 . V Q . 4.083 2.8561 13.78 . V Q . 4.167 2.9510 13.78 . V Q . 4.250 3.0459 13.78 . V Q . 4.333 3.1468 14.65 . V Q . 4.417 3.2477 14.65 . V Q . 4.500 3.3486 14.65 . V Q . 4.583 3.4588 15.99 . V Q . 4.667 3.5689 15.99 . V Q . 4.750 3.6791 15.99 . V Q . 4.833 3.7959 16.96 . V Q . 4.917 3.9127 16.96 . V Q . 5.000 4.0295 16.96 . V Q . 5.083 4.1517 17.74 . V Q . 5.167 4.2739 17.74 . V Q . 5.250 4.3961 17.74 . V Q . 5.333 4.5102 16.57 . V Q . 5.417 4.6243 16.57 . V Q . 5.500 4.7384 16.57 . V Q . 5.583 4.8574 17.28 . V Q . 5.667 4.9764 17.28 • V Q . 5.750 5.0954 17.28 . V Q . 5.833 5.2240 18.67 . V Q . 5.917 5.3526 18.67 • V Q . 6.000 5.4812 18.67 . V Q . 6.083 5.6162 19.60 . V Q . 6.167 5.7512 19.60 . V Q . 6.250 5.8862 19.60 . V Q . 6.333 6.0305 20.96 . V Q. 6.417 6.1749 20.96 . V Q. 6.500 6.3193 20.96 . V Q. 6.583 6.4704 21.94 . V Q. 6.667 6.6214 21.94 . V Q. 6.750 6.7725 21.94 . V Q. 6.833 6.9333 23.34 . V Q 6.917 7.0941 23.34 . V Q 7.000 7.2548 23.34 . V Q 7.083 7.4206 24.06 . V Q 7.167 7.5863 24.06 . V Q 7.250 7.7520 24.06 . V Q 7.333 7.9222 24.72 . V Q 7.417 8.0924 24.72 . V Q 7.500 8.2626 24.72 . V Q 7.583 8.4439 26.32 . V .Q 7.667 8.6252 26.32 . V .Q 7.750 8.8065 26.32 . V .Q 7.833 9.0020 28.38 . V . Q 7.917 9.1974 28.38 • V . Q 8.000 9.3929 28.38 . V . Q 8.083 9.6058 30.92 . V . Q 8.167 9.8188 30.92 . V . Q 8.250 10.0317 30.92 . V . Q 8.333 10.2661 34.02 . V . Q 8.417 10.5004 34.02 . V . Q 8.500 10.7347 34.02 . V . Q 8.583 10.9814 35.83 . V . Q 8.667 11.2282 35.83 . V . Q 8.750 11.4749 35.83 • V . Q . 8.833 11.7362 37.94 . V. Q . 8.917 11.9975 37.94 . V. Q . 9.000 12.2588 37.94 . V. Q . 9.083 12.5385 40.61 . V. Q . 9.167 12.8182 40.61 • V. Q . 9.250 13.0979 40.61 • V Q . 9.333 13.4019 44.14 . V Q. 9.417 13.7059 44.14 . V Q. 9.500 14.0099 44.14 . V Q. 9.583 14.3343 47.11 . .V Q 9.667 14.6587 47.11 . .V Q 9.750 14.9832 47.11 • .V Q 9.833 15.3261 49.79 • .V . Q 9.917 15.6690 49.79 • . V . Q 10.000 16.0119 49.79 . . V . Q 10.083 16.3556 49.91 . . V . Q 10.167 16.6993 49.91 . . V . Q 10.250 17.0431 49.91 . . V . Q 10.333 17.3420 43.41 • . V Q. 10.417 17.6410 43.41 • . V Q. 10.500 17.9400 43.41 • . V Q. 10.583 18.2291 41.98 . . V Q . 10.667 18.5183 41.98 . V Q . 10.750 18.8074 41.98 . V Q . 10.833 19.1268 46.38 . V Q 10.917 19.4462 46.38 . V Q 11.000 19.7657 46.38 • V Q 11.083 20.0966 48.06 . V .Q 11.167 20.4276 48.06 . V .Q 11.250 20.7586 48.06 . V .Q 11.333 21.0865 47.62 . V .Q 11.417 21.4145 47.62 . V .Q 11.500 21.7425 47.62 . V .Q 11.583 22.0648 46.80 . V Q 11.667 22.3871 46.80 . V Q 11.750 22.7095 46.80 . V Q 11.833 23.0188 44.91 • V Q. 11.917 23.3281 44.91 • V Q. 12.000 23.6374 44.91 • VQ. 12.083 23.9625 47.20 . V Q 12.167 24.2876 47.20 . V Q 12.250 24.6126 47.20 . V Q 12.333 24.9936 55.32 . V. Q 12.417 25.3746 55.32 . V. Q 12.500 25.7555 55.32 . V. Q . 12.583 26.1729 60.60 . V Q . 12.667 26.5902 60.60 . V Q . 12.750 27.0075 60.60 . V Q . 12.833 27.4554 65.02 . .V Q . 12.917 27.9032 65.02 . .V Q . 13.000 28.3510 65.02 . .V Q . 13.083 28.8387 70.81 . . V .Q 13.167 29.3264 70.81 • . V .Q 13.250 29.8141 70.81 • . V .Q 13.333 30.3778 81.85 . . V Q . 13.417 30.9415 81.85 .• V Q • 13.500 31.5051 81.85 . . V Q . 13.583 32.0776 83.12 . V Q . 13.667 32.6501 83.12 . V Q . 13.750 33.2226 83.12 . V Q . 13.833 33.7006 69.40 . V Q 13.917 34.1785 69.40 . V Q 14.000 34.6565 69.40 . V Q 14.083 35.1003 64.44 . V Q 14.167 35.5441 64.44 . VQ 14.250 35.9878 64.44 . VQ . 14.333 36.4448 66.35 . VQ. 14.417 36.9018 66.35 . VQ. 14.500 37.3587 66.35 • VQ. 14.583 37.8147 66.21 • Q. 14.667 38.2707 66.21 • Q. 14.750 38.7266 66.21 • Q. 14.833 39.1777 65.50 . QV 14.917 39.6288 65.50 . QV 15.000 40.0799 65.50 . QV 15.083 40.5192 63.79 • Q .V 15.167 40.9586 63.79 • Q .V 15.250 41.3979 63.79 • Q .V 15.333 41.8225 61.65 . Q V 15.417 42.2470 61.65 . Q . V 15.500 42.6716 61.65 . Q . V 15.583 43.0747 58.53 . Q . V 15.667 43.4778 58.53 • Q . V 15.750 43.8808 58.53 . . Q . V 15.833 44.2478 53.28 . . Q . V 15.917 44.6147 53.28 . . Q V 16.000 44.9816 53.28 . • Q V 16.083 45.2988 46.05 . Q V 16.167 45.6160 46.05 . Q V 16.250 45.9331 46.05 . . Q V 16.333 46.1290 28.44 . . Q V 16.417 46.3248 28.44 . . Q V 16.500 46.5207 28.44 . . Q V 16.583 46.6562 19.68 • Q . V 16.667 46.7917 19.68 . Q . V 16.750 46.9272 19.68 . Q . V 16.833 47.0302 14.96 . Q . V 16.917 47.1333 14.96 . Q . V 17.000 47.2364 14.96 . Q . V 17.083 47.3254 12.92 . Q . V 17.167 47.4143 12.92 . Q . V 17.250 47.5033 12.92 . Q V 17.333 47.5960 13.46 . Q V 17.417 47.6888 13.46 . Q V 17.500 47.7815 13.46 . Q V 17.583 47.8736 13.37 . Q V 17.667 47.9656 13.37 . Q V 17.750 48.0577 13.37 • Q V . 17.833 48.1452 12.71 • Q V . 17.917 48.2328 12.71 • Q V . 18.000 48.3204 12.71 . Q V . 18.083 48.3988 11.40 . Q V . 18.167 48.4773 11.40 . Q V . 18.250 48.5558 11.40 . Q V . 18.333 48.6299 10.75 . Q V . 18.417 48.7039 10.75 • Q V . 18.500 48.7780 10.75 • Q V . 18.583 48.8477 10.12 . Q V . 18.667 48.9174 10.12 . Q V . 18.750 48.9870 10.12 . Q V . 18.833 49.0457 8.52 . Q V . 18.917 49.1044 8.52 . Q V . 19.000 49.1630 8.52 . Q V . 19.083 49.2119 7.10 . Q V . 19.167 49.2609 7.10 . Q V . 19.250 49.3098 7.10 . Q V . 19.333 49.3629 7.72 . Q V . 19.417 49.4161 7.72 . Q V . 19.500 49.4692 7.72 . Q V . 19.583 49.5289 8.67 . Q V . 19.667 49.5886 8.67 . Q V . 19.750 49.6483 8.67 . Q V . 19.833 49.7018 7.78 . Q V . 19.917 49.7554 7.78 . Q V . 20.000 49.8090 7.78 . Q V . 20.083 49.8549 6.66 . Q V . 20.167 49.9008 6.66 . Q V . 20.250 49.9467 6.66 . Q V . 20.333 49.9957 7.13 . Q V . 20.417 50.0448 7.13 . Q V . 20.500 50.0939 7.13 . Q V . 20.583 50.1447 7.38 . Q V . 20.667 50.1956 7.38 . Q V . 20.750 50.2464 7.38 . Q V . 20.833 50.2955 7.13 . Q V . 20.917 50.3446 7.13 . Q V . 21.000 50.3937 7.13 . Q V . 21.083 50.4376 6.37 . Q V . 21.167 50.4814 6.37 . Q V . 21.250 50.5253 6.37 . Q V . 21.333 50.5709 6.63 . Q V . 21.417 50.6166 6.63 . Q V . 21.500 50.6623 6.63 . Q V . 21.583 50.7047 6.16 . Q V . 21.667 50.7472 6.16 . Q V. 21.750 50.7896 6.16 . Q V. 21.833 50.8346 6.54 . Q V. 21.917 50.8796 6.54 . Q V. 22.000 50.9246 6.54 . Q V. 22.083 50.9667 6.11 . Q V. 22.167 51.0088 6.11 . Q V. 22.250 51.0508 6.11 . Q V. 22.333 51.0955 6.49 . Q V. 22.417 51.1401 6.49 . Q V. 22.500 51.1848 6.49 . Q V. 22.583 51.2244 5.76 . Q V. 22.667 51.2641 5.76 . Q V. 22.750 51.3037 5.76 . Q V. 22.833 51.3407 5.37 . Q V. 22.917 51.3777 5.37 . Q V. 23.000 51.4147 5.37 . Q V. 23.083 51.4507 5.23 . Q V. 23.166 51.4867 5.23 . Q V. 23.250 51.5228 5.23 . Q V. 23.333 51.5583 5.15 . Q V. 23.416 51.5937 5.15 . Q V. 23.500 51.6292 5.15 . Q V. 23.583 51.6643 5.10 . Q V. 23.666 51.6995 5.10 . Q V. 23.750 51.7346 5.10 . Q V. 23.833 51.7695 5.07 . Q V. 23.916 51.8044 5.07 . Q V. 24.000 51.8392 5.07 . Q V. 24.083 51.8697 4.42 .Q V. 24.166 51.9001 4.42 .Q V. 24.250 51.9306 4.42 .Q V. 24.333 51.9458 2.22 Q V. 24.416 51.9611 2.22 Q V. 24.500 51.9764 2.22 Q V. 24.583 51.9844 1.17 Q V. 24.666 51.9925 1.17 Q V. 24.750 52.0006 1.17 Q V. 24.833 52.0058 0.75 Q V. 24.916 52.0109 0.75 Q V. 25.000 52.0160 0.75 Q V. 25.083 52.0194 0.49 Q V. 25.166 52.0228 0.49 Q V. 25.250 52.0262 0.49 Q V. 25.333 52.0285 0.33 Q V. 25.416 52.0308 0.33 Q V. 25.500 52.0330 0.33 Q V. 25.583 52.0344 0.21 Q V. 25.666 52.0359 0.21 Q V. 25.750 52.0373 0.21 Q V. 25.833 52.0382 0.13 Q V. 25.916 52.0391 0.13 Q V. 26.000 52.0400 0.13 Q V. 26.083 52.0405 0.08 Q V. 26.166 52.0411 0.08 Q V. 26.250 52.0417 0.08 Q V. 26.333 52.0421 0.05 Q V. 26.416 52.0424 0.05 Q V. 26.500 52.0428 0.05 Q V. 26.583 52.0430 0.03 Q V. 26.666 52.0432 0.03 Q V. 26.750 52.0434 0.03 Q V. 26.833 52.0435 0.01 Q V. 26.916 52.0436 0.01 Q V. 27.000 52.0437 0.01 Q V. 27.083 52.0437 0.00 Q V 27.166 52.0437 0.00 Q V 27.250 52.0437 0.00 Q V TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1635.0 10% 1035.0 20% 705.0 30% 540.0 40% 480.0 50% 420.0 60% 240.0 70% 195.0 80% 60.0 90% 30.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 7 >»»STREAM NUMBER 1 ADDED TO STREAM NUMBER 2««< **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 11 » »»VIEW STREAM NUMBER 2 HYDROGRAPH « «< STREAM HYDROGRAPH IN FIVE-MINUTE UNIT INTERVALS(CFS) (Note: Time indicated is at END of Each Unit Intervals) TIME(HRS) VOLUME(AF) Q(CFS) 0. 50.0 100.0 150.0 200.0 0.083 0.0112 1.62 Q 0.167 0.0224 1.62 Q 0.250 0.0335 1.62 Q 0.333 0.0784 6.52 VQ 0.417 0.1234 6.52 VQ 0.500 0.1683 6.52 VQ 0.583 0.2378 10.11 V Q 0.667 0.3074 10.11 V Q 0.750 0.3770 10.11 V Q 0.833 0.4620 12.34 V Q 0.917 0.5470 12.34 V Q 1.000 0.6320 12.34 V Q 1.083 0.7303 14.27 V Q 1.167 0.8285 14.27 V Q 1.250 0.9268 14.27 V Q 1.333 1.0192 13.41 V Q 1.417 1.1116 13.41 V Q 1.500 1.2040 13.41 V Q 1.583 1.2951 13.23 V Q 1.667 1.3862 13.23 V Q 1.750 1.4774 13.23 V Q 1.833 1.5743 14.08 V Q 1.917 1.6713 14.08 V Q 2.000 1.7682 14.08 V Q 2.083 1.8794 16.15 V Q 2.167 1.9906 16.15 V Q 2.250 2.1018 16.15 V Q 2.333 2.2185 16.94 V Q 2.417 2.3351 16.94 .V Q 2.500 2.4518 16.94 .V Q 2.583 2.5764 18.09 .V Q 2.667 2.7010 18.09 .V Q 2.750 2.8256 18.09 .V Q 2.833 2.9656 20.33 .V Q 2.917 3.1056 20.33 .V Q 3.000 3.2456 20.33 .V Q 3.083 3.3917 21.22 .V Q 3.167 3.5378 21.22 .V Q 3.250 3.6840 21.22 .V Q 3.333 3.8329 21.62 .V Q 3.417 3.9818 21.62 .V Q 3.500 4.1308 21.62 .V Q 3.583 4.2813 21.86 .V Q 3.667 4.4318 21.86 .V Q 3.750 4.5824 21.86 .V Q 3.833 4.7394 22.81 . V Q 3.917 4.8965 22.81 . V Q 4.000 5.0536 22.81 . V Q 4.083 5.2253 24.94 . V Q 4.167 5.3970 24.94 . V Q 4.250 5.5688 24.94 . V Q 4.333 5.7518 26.58 . V Q 4.417 5.9349 26.58 . V Q 4.500 6.1179 26.58 . V Q 4.583 6.3175 28.98 . V Q 4.667 6.5171 28.98 . V Q . 4.750 6.7167 28.98 . V Q . 4.833 6.9286 30.77 . V Q . 4.917 7.1406 30.77 • V Q . 5.000 7.3525 30.77 • V Q . 5.083 7.5704 31.64 . V Q . 5.167 7.7884 31.64 . V Q . 5.250 8.0063 31.64 . V Q . 5.333 8.2089 29.41 • V Q . 5.417 8.4114 29.41 • V Q . 5.500 8.6140 29.41 • V Q . 5.583 8.8290 31.22 . V Q . 5.667 9.0440 31.22 . V Q . 5.750 9.2590 31.22 . V Q . 5.833 9.4909 33.67 . V Q . 5.917 9.7228 33.67 . V Q . 6.000 9.9547 33.67 • V Q . 6.083 10.1984 35.38 . V Q . 6.167 10.4420 35.38 • V Q . 6.250 10.6857 35.38 . V Q . 6.333 10.9462 37.82 . V Q . 6.417 11.2067 37.82 . V Q . 6.500 11.4672 37.82 . V Q . 6.583 11.7401 39.63 • V Q . 6.667 12.0131 39.63 • V Q . 6.750 12.2860 39.63 • V Q . 6.833 12.5762 42.13 • V Q . 6.917 12.8664 42.13 . V Q . 7.000 13.1566 42.13 . V Q . 7.083 13.4540 43.19 . V Q . 7.167 13.7515 43.19 . V Q . 7.250 14.0489 43.19 • V Q . 7.333 14.3554 44.50 . V Q . 7.417 14.6619 44.50 . V Q . 7.500 14.9684 44.50 . V Q . 7.583 15.2965 47.65 . V Q. 7.667 15.6246 47.65 . V Q. 7.750 15.9528 47.65 . V Q. 7.833 16.3071 51.45 . V Q 7.917 16.6614 51.45 . V Q 8.000 17.0157 51.45 • V Q 8.083 17.4037 56.33 • V .Q 8.167 17.7916 56.33 • V .Q 8.250 18.1795 56.33 • V .Q 8.333 18.6049 61.77 . V . Q 8.417 19.0303 61.77 . V . Q 8.500 19.4557 61.77 . V . Q 8.583 19.9020 64.80 . V . Q 8.667 20.3483 64.80 . V . Q 8.750 20.7945 64.80 . V . Q 8.833 21.2677 68.70 . V. Q 8.917 21.7408 68.70 • V. Q 9.000 22.2140 68.70 . V. Q 9.083 22.7220 73.77 . V. Q 9.167 23.2301 73.77 . V Q . 9.250 23.7381 73.77 . V Q . 9.333 24.2901 80.15 . V Q . 9.417 24.8421 80.15 • V Q . 9.500 25.3941 80.15 . V Q . 9.583 25.9816 85.30 . .V Q . 9.667 26.5691 85.30 . .V Q . 9.750 27.1566 85.30 . .V Q . 9.833 27.7767 90.04 . . V Q . 9.917 28.3968 90.04 . . V Q . 10.000 29.0169 90.04 . . V Q . 10.083 29.6240 88.15 . . V Q . 10.167 30.2310 88.15 • . V Q . 10.250 30.8381 88.15 . . V Q . 10.333 31.3584 75.54 . . V Q . 10.417 31.8786 75.54 . . V Q 10.500 32.3989 75.54 . . VQ 10.583 32.9160 75.09 . VQ 10.667 33.4332 75.09 . VQ . 10.750 33.9504 75.09 • VQ . 10.833 34.5259 83.57 . V Q . 10.917 35.1014 83.57 • VQ . 11.000 35.6769 83.57 • VQ . 11.083 36.2666 85.62 . V Q . 11.167 36.8563 85.62 . V Q . 11.250 37.4460 85.62 . VQ . 11.333 38.0288 84.62 . Q . 11.417 38.6116 84.62 . Q . 11.500 39.1944 84.62 . Q . 11.583 39.7645 82.77 . QV . 11.667 40.3345 82.77 . QV . 11.750 40.9046 82.77 . QV . 11.833 41.4520 79.48 . Q V . 11.917 41.9993 79.48 • Q V . 12.000 42.5467 79.48 • Q V . 12.083 43.1369 85.70 . QV . 12.167 43.7272 85.70 . QV . 12.250 44.3174 85.70 . Q V. 12.333 45.0129 100.98 . VQ 12.417 45.7084 100.98 . VQ 12.500 46.4039 100.98 . Q 12.583 47.1614 109.99 • VQ 12.667 47.9188 109.99 • VQ 12.750 48.6763 109.99 • .Q 12.833 49.4881 117.87 • .V Q 12.917 50.2998 117.87 . .V Q 13.000 51.1115 117.87 . . VQ 13.083 52.0035 129.51 . . V Q . 13.167 52.8954 129.51 . . V Q . 13.250 53.7874 129.51 . . V Q . 13.333 54.8124 148.83 • . V Q. 13.417 55.8373 148.83 • V Q. 13.500 56.8623 148.83 • V Q. 13.583 57.8666 145.83 • V Q. 13.667 58.8709 145.83 . V Q. 13.750 59.8753 145.83 . . V Q. 13.833 60.7009 119.88 . . Q V . 13.917 61.5265 119.88 . . Q V . 14.000 62.3522 119.88 • . Q V . 14.083 63.1371 113.97 • . Q V . 14.167 63.9220 113.97 • . Q V . 14.250 64.7070 113.97 • . Q V . 14.333 65.5188 117.88 . . Q V . 14.417 66.3306 117.88 . . Q V . 14.500 67.1425 117.88 . . Q V. 14.583 67.9485 117.04 . . Q V. 14.667 68.7546 117.04 . . Q V. 14.750 69.5607 117.04 . . Q V 14.833 70.3573 115.67 • . Q V 14.917 71.1539 115.67 • . Q V 15.000 71.9506 115.67 .• Q V 15.083 72.7251 112.47 . . Q V 15.167 73.4997 112.47 . . Q V 15.250 74.2742 112.47 . . Q . V 15.333 75.0220 108.57 . .Q . V 15.417 75.7697 108.57 • .Q . V 15.500 76.5175 108.57 • .Q . V 15.583 77.2206 102.10 . Q . V 15.667 77.9238 102.10 . Q . V 15.750 78.6270 102.10 . Q . V 15.833 79.2650 92.63 . Q V 15.917 79.9029 92.63 . Q V 16.000 80.5409 92.63 . Q V 16.083 81.0688 76.65 • Q V 16.167 81.5967 76.65 • Q V 16.250 82.1246 76.65 • . Q V 16.333 82.4294 44.26 . Q . V 16.417 82.7342 44.26 . Q . V 16.500 83.0391 44.26 . Q . V 16.583 83.2516 30.86 . Q . V 16.667 83.4641 30.86 . Q V 16.750 83.6766 30.86 . Q V 16.833 83.8373 23.33 . Q V 16.917 83.9980 23.33 . Q V 17.000 84.1587 23.33 . Q V 17.083 84.3032 20.99 . Q V 17.167 84.4477 20.99 . Q V 17.250 84.5923 20.99 • Q V 17.333 84.7493 22.80 . Q V 17.417 84.9063 22.80 . Q V 17.500 85.0633 22.80 . Q V 17.583 85.2209 22.88 . Q V 17.667 85.3785 22.88 . Q V . 17.750 85.5361 22.88 . Q V . 17.833 85.6862 21.79 . Q V . 17.917 85.8363 21.79 • Q V . 18.000 85.9864 21.79 . Q V . 18.083 86.1212 19.58 . Q V . 18.167 86.2561 19.58 • Q V . 18.250 86.3910 19.58 . Q V . 18.333 86.5199 18.72 . Q V . 18.417 86.6488 18.72 . Q V . 18.500 86.7777 18.72 . Q V . 18.583 86.8982 17.49 . Q V . 18.667 87.0187 17.49 • Q V . 18.750 87.1392 17.49 • Q V . 18.833 87.2383 14.40 . Q V . 18.917 87.3375 14.40 . Q V . 19.000 87.4366 14.40 . Q V . 19.083 87.5210 12.26 . Q V . 19.167 87.6054 12.26 . Q V . 19.250 87.6898 12.26 . Q V . 19.333 87.7858 13.94 . Q V . 19.417 87.8818 13.94 . Q V . 19.500 87.9778 13.94 . Q V . 19.583 88.0839 15.40 . Q V . 19.667 88.1900 15.40 . Q V . 19.750 88.2960 15.40 . Q V . 19.833 88.3878 13.33 . Q V . 19.917 88.4797 13.33 . Q V . 20.000 88.5715 13.33 . Q V . 20.083 88.6517 11.65 . Q V . 20.167 88.7319 11.65 . Q V . 20.250 88.8121 11.65 . Q V . 20.333 88.9000 12.76 . Q V . 20.417 88.9879 12.76 . Q V . 20.500 89.0758 12.76 . Q V . 20.583 89.1662 13.12 . Q V . 20.667 89.2565 13.12 . Q V . 20.750 89.3469 13.12 . Q V . 20.833 89.4324 12.41 . Q V . 20.917 89.5179 12.41 . Q V . 21.000 89.6034 12.41 . Q V . 21.083 89.6807 11.23 . Q V . 21.167 89.7580 11.23 . Q V . 21.250 89.8353 11.23 . Q V . 21.333 89.9159 11.70 . Q V . 21.417 89.9965 11.70 . Q V . 21.500 90.0770 11.70 . Q V . 21.583 90.1523 10.93 . Q V. 21.667 90.2275 10.93 . Q V. 21.750 90.3028 10.93 . Q V. 21.833 90.3823 11.55 . Q V. 21.917 90.4618 11.55 . Q V. 22.000 90.5413 11.55 . Q V. 22.083 90.6160 10.85 . Q V. 22.167 90.6907 10.85 . Q V. 22.250 90.7654 10.85 . Q V. 22.333 90.8445 11.48 . Q V. 22.417 90.9235 11.48 . Q V. 22.500 91.0026 11.48 . Q V. 22.583 91.0714 9.99 .Q V. 22.667 91.1402 9.99 .Q V. 22.750 91.2089 9.99 .Q V. 22.833 91.2738 9.42 .Q V. 22.917 91.3386 9.42 .Q V. 23.000 91.4035 9.42 .Q V. 23.083 91.4669 9.21 .Q V. 23.167 91.5303 9.21 .Q V. 23.250 91.5937 9.21 .Q V. 23.333 91.6562 9.08 .Q V. 23.417 91.7188 9.08 .Q V. 23.500 91.7813 9.08 .Q V. 23.583 91.8434 9.01 .Q V. 23.667 91.9054 9.01 .Q V. 23.750 91.9675 9.01 .Q V. 23.833 92.0292 8.96 .Q V. 23.917 92.0910 8.96 .Q V. 24.000 92.1527 8.96 .Q V. TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 100% of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Peak Flow Rate Duration (minutes) 0% 1445.0 10% 1020.0 20% 705.0 30% 525.0 40% 480.0 50% 420.0 60% 240.0 70% 180.0 80% 60.0 90% 30.0 **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 10.00 IS CODE = 3.1 » »>FLOW-THROUGH DETENTION BASIN ROUTING MODEL APPLIED TO STREAM #2««< INFLOW (STREAM 2) V 1 detention 1<--> 1 basin 1 V effective depth I (and volume) V outflow ^ I \ dead 1 basin outlet storage OUTFLOW (STREAM 2) ROUTE RUNOFF HYDROGRAPH FROM STREAM NUMBER 2 THROUGH A FLOW-THROUGH DETENTION BASIN SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: DEAD STORAGE(AF) = 0.000 SPECIFIED DEAD STORAGE(AF) FILLED = 0.000 SPECIFIED EFFECTIVE VOLUME(AF) FILLED ABOVE OUTLET = DETENTION BASIN CONSTANT LOSS RATE(CFS) = 0.00 BASIN DEPTH VERSUS OUTFLOW AND STORAGE INFORMATION: INTERVAL DEPTH OUTFLOW STORAGE NUMBER (FT) (CFS) (AF) 1 0.00 0.00 0.000 2 1.00 0.01 12.220 3 2.00 0.02 24.740 4 2.70 0.03 33.660 5 3.00 33.61 37.530 6 4.00 303.14 50.660 0.000 MODIFIED -PULS BASIN ROUTING MODEL RESULTS(5-MINUTE COMPUTATION INTERVALS): (Note: Computed EFFECTIVE DEPTH and VOLUME are estimated at the clock time; MEAN OUTFLOW is the average value during the unit interval.) CLOCK MEAN TIME DEAD -STORAGE INFLOW LOSS EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) (CFS) DEPTH(FT) (CFS) VOLUME(AF) 0.083 0.167 0.250 0.333 0.417 0.500 0.583 0.667 0.750 0.833 0.917 1.000 1.083 1.167 1.250 1.333 1.417 1.500 1.583 1.667 1.750 1.833 1.917 2.000 2.083 2.167 2.250 2.333 2.417 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.62 1.62 1.62 6.52 6.52 6.52 10.11 10.11 10.11 12.34 12.34 12.34 14.27 14.27 14.27 13.41 13.41 13.41 13.23 13.23 13.23 14.08 14.08 14.08 16.15 16.15 16.15 16.94 16.94 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.02 0.03 0.03 0.04 0.04 0.05 0.06 0.07 0.08 0.08 0.09 0.10 0.11 0.11 0.12 0.13 0.14 0.14 0.15 0.16 0.17 0.18 0.19 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.011 0.022 0.034 0.078 0.123 0.168 0.238 0.307 0.377 0.462 0.547 0.632 0.730 0.829 0.927 1.019 1.112 1.204 1.295 1.386 1.477 1.574 1.671 1.768 1.879 1.990 2.102 2.218 2.335 2.500 0.000 16.94 0.00 0.20 0.0 2.452 2.583 0.000 18.09 0.00 0.21 0.0 2.576 2.667 0.000 18.09 0.00 0.22 0.0 2.701 2.750 0.000 18.09 0.00 0.23 0.0 2.825 2.833 0.000 20.33 0.00 0.24 0.0 2.965 2.917 0.000 20.33 0.00 0.25 0.0 3.105 3.000 0.000 20.33 0.00 0.27 0.0 3.245 3.083 0.000 21.22 0.00 0.28 0.0 3.391 3.167 0.000 21.22 0.00 0.29 0.0 3.538 3.250 0.000 21.22 0.00 0.30 0.0 3.684 3.333 0.000 21.62 0.00 0.31 0.0 3.833 3.417 0.000 21.62 0.00 0.33 0.0 3.981 3.500 0.000 21.62 0.00 0.34 0.0 4.130 3.583 0.000 21.86 0.00 0.35 0.0 4.281 3.667 0.000 21.86 0.00 0.36 0.0 4.431 3.750 0.000 21.86 0.00 0.37 0.0 4.582 3.833 0.000 22.81 0.00 0.39 0.0 4.739 3.917 0.000 22.81 0.00 0.40 0.0 4.896 4.000 0.000 22.81 0.00 0.41 0.0 5.053 4.083 0.000 24.94 0.00 0.43 0.0 5.225 4.167 0.000 24.94 0.00 0.44 0.0 5.396 4.250 0.000 24.94 0.00 0.46 0.0 5.568 4.333 0.000 26.58 0.00 0.47 0.0 5.751 4.417 0.000 26.58 0.00 0.49 0.0 5.934 4.500 0.000 26.58 0.00 0.50 0.0 6.117 4.583 0.000 28.98 0.00 0.52 0.0 6.317 4.667 0.000 28.98 0.00 0.53 0.0 6.516 4.750 0.000 28.98 0.00 0.55 0.0 6.716 4.833 0.000 30.77 0.00 0.57 0.0 6.928 4.917 0.000 30.77 0.00 0.58 0.0 7.140 5.000 0.000 30.77 0.00 0.60 0.0 7.351 5.083 0.000 31.64 0.00 0.62 0.0 7.569 5.167 0.000 31.64 0.00 0.64 0.0 7.787 5.250 0.000 31.64 0.00 0.66 0.0 8.005 5.333 0.000 29.41 0.00 0.67 0.0 8.208 5.417 0.000 29.41 0.00 0.69 0.0 8.410 5.500 0.000 29.41 0.00 0.70 0.0 8.613 5.583 0.000 31.22 0.00 0.72 0.0 8.828 5.667 0.000 31.22 0.00 0.74 0.0 9.043 5.750 0.000 31.22 0.00 0.76 0.0 9.257 5.833 0.000 33.67 0.00 0.78 0.0 9.489 5.917 0.000 33.67 0.00 0.80 0.0 9.721 6.000 0.000 33.67 0.00 0.81 0.0 9.953 6.083 0.000 35.38 0.00 0.83 0.0 10.197 6.167 0.000 35.38 0.00 0.85 0.0 10.440 6.250 0.000 35.38 0.00 0.87 0.0 10.684 6.333 0.000 37.82 0.00 0.90 0.0 10.944 6.417 0.000 37.82 0.00 0.92 0.0 11.205 6.500 0.000 37.82 0.00 0.94 0.0 11.465 6.583 0.000 39.63 0.00 0.96 0.0 11.738 6.667 0.000 39.63 0.00 0.98 0.0 12.011 6.750 0.000 39.63 0.00 1.01 0.0 12.284 6.833 0.000 42.13 0.00 1.03 0.0 12.574 6.917 0.000 42.13 0.00 1.05 0.0 12.864 7.000 0.000 42.13 0.00 1.07 0.0 13.154 7.083 0.000 43.19 0.00 1.10 0.0 13.451 7.167 0.000 43.19 0.00 1.12 0.0 13.749 7.250 0.000 43.19 0.00 1.15 0.0 14.046 7.333 0.000 44.50 0.00 1.17 0.0 14.353 7.417 0.000 44.50 0.00 1.19 0.0 14.659 7.500 0.000 44.50 0.00 1.22 0.0 14.965 7.583 0.000 47.65 0.00 1.25 0.0 15.293 7.667 0.000 47.65 0.00 1.27 0.0 15.621 7.750 0.000 47.65 0.00 1.30 0.0 15.949 7.833 0.000 51.45 0.00 1.33 0.0 16.304 7.917 0.000 51.45 0.00 1.35 0.0 16.658 8.000 0.000 51.45 0.00 1.38 0.0 17.012 8.083 0.000 56.33 0.00 1.41 0.0 17.400 8.167 0.000 56.33 0.00 1.44 0.0 17.788 8.250 0.000 56.33 0.00 1.48 0.0 18.176 8.333 0.000 61.77 0.00 1.51 0.0 18.601 8.417 0.000 61.77 0.00 1.54 0.0 19.026 8.500 0.000 61.77 0.00 1.58 0.0 19.451 8.583 0.000 64.80 0.00 1.61 0.0 19.898 8.667 0.000 64.80 0.00 1.65 0.0 20.344 8.750 0.000 64.80 0.00 1.68 0.0 20.790 8.833 0.000 68.70 0.00 1.72 0.0 21.263 8.917 0.000 68.70 0.00 1.76 0.0 21.736 9.000 0.000 68.70 0.00 1.80 0.0 22.209 9.083 0.000 73.77 0.00 1.84 0.0 22.717 9.167 0.000 73.77 0.00 1.88 0.0 23.225 9.250 0.000 73.77 0.00 1.92 0.0 23.733 9.333 0.000 80.15 0.00 1.96 0.0 24.284 9.417 0.000 80.15 0.00 2.01 0.0 24.836 9.500 0.000 80.15 0.00 2.05 0.0 25.388 9.583 0.000 85.30 0.00 2.10 0.0 25.975 9.667 0.000 85.30 0.00 2.14 0.0 26.563 9.750 0.000 85.30 0.00 2.19 0.0 27.150 9.833 0.000 90.04 0.00 2.24 0.0 27.770 9.917 0.000 90.04 0.00 2.29 0.0 28.390 10.000 0.000 90.04 0.00 2.34 0.0 29.010 10.083 0.000 88.15 0.00 2.38 0.0 29.617 10.167 0.000 88.15 0.00 2.43 0.0 30.224 10.250 0.000 88.15 0.00 2.48 0.0 30.830 10.333 0.000 75.54 0.00 2.52 0.0 31.351 10.417 0.000 75.54 0.00 2.56 0.0 31.871 10.500 0.000 75.54 0.00 2.60 0.0 32.391 10.583 0.000 75.09 0.00 2.64 0.0 32.908 10.667 0.000 75.09 0.00 2.68 0.0 33.425 10.750 0.000 75.09 0.00 2.72 1.2 33.933 10.833 0.000 83.57 0.00 2.76 4.8 34.476 10.917 0.000 83.57 0.00 2.80 9.3 34.987 11.000 0.000 83.57 0.00 2.84 13.6 35.469 11.083 0.000 85.62 0.00 2.88 17.8 35.936 11.167 0.000 85.62 0.00 2.91 21.7 36.377 11.250 0.000 85.62 0.00 2.94 25.4 36.791 11.333 0.000 84.62 0.00 2.97 28.9 37.175 11.417 0.000 84.62 0.00 3.00 32.1 37.537 11.500 0.000 84.62 0.00 3.03 37.1 37.864 11.583 0.000 82.77 0.00 3.05 43.3 38.136 11.667 0.000 82.77 0.00 3.06 48.5 38.372 11.750 0.000 82.77 0.00 3.08 53.0 38.577 11.833 0.000 79.48 0.00 3.09 56.7 38.734 11.917 0.000 79.48 0.00 3.10 59.7 38.870 12.000 0.000 79.48 0.00 3.11 62.3 38.988 12.083 0.000 85.70 0.00 3.12 65.0 39.131 12.167 0.000 85.70 0.00 3.13 67.7 39.254 12.250 0.000 85.70 0.00 3.14 70.1 39.362 12.333 0.000 100.98 0.00 3.15 73.2 39.553 12.417 0.000 100.98 0.00 3.17 76.9 39.720 12.500 0.000 100.98 0.00 3.18 80.0 39.864 12.583 0.000 109.99 0.00 3.19 83.4 40.047 12.667 0.000 109.99 0.00 3.20 86.9 40.206 12.750 0.000 109.99 0.00 3.21 90.0 40.344 12.833 0.000 117.87 0.00 3.23 93.1 40.514 12.917 0.000 117.87 0.00 3.24 96.4 40.662 13.000 0.000 117.87 0.00 3.25 99.2 40.791 13.083 0.000 129.51 0.00 3.26 102.5 40.977 13.167 0.000 129.51 0.00 3.27 106.0 41.139 13.250 0.000 129.51 0.00 3.29 109.1 41.279 13.333 0.000 148.83 0.00 3.30 113.1 41.525 13.417 0.000 148.83 0.00 3.32 117.8 41.739 13.500 0.000 148.83 0.00 3.33 121.9 41.924 13.583 0.000 145.83 0.00 3.35 125.3 42.066 13.667 0.000 145.83 0.00 3.35 128.0 42.189 13.750 0.000 145.83 0.00 3.36 130.3 42.295 13.833 0.000 119.88 0.00 3.36 130.7 42.221 13.917 0.000 119.88 0.00 3.35 129.2 42.157 14.000 0.000 119.88 0.00 3.35 128.0 42.101 14.083 0.000 113.97 0.00 3.34 126.5 42.014 14.167 0.000 113.97 0.00 3.34 124.9 41.939 14.250 0.000 113.97 0.00 3.33 123.4 41.874 14.333 0.000 117.88 0.00 3.33 122.5 41.842 14.417 0.000 117.88 0.00 3.33 121.8 41.815 14.500 0.000 117.88 0.00 3.32 121.3 41.791 14.583 0.000 117.04 0.00 3.32 120.8 41.765 14.667 0.000 117.04 0.00 3.32 120.3 41.743 14.750 0.000 117.04 0.00 3.32 119.9 41.723 14.833 0.000 115.67 0.00 3.32 119.4 41.697 14.917 0.000 115.67 0.00 3.32 118.9 41.675 15.000 0.000 115.67 0.00 3.31 118.5 41.655 15.083 0.000 112.47 0.00 3.31 117.9 41.618 15.167 0.000 112.47 0.00 3.31 117.2 41.585 15.250 0.000 112.47 0.00 3.31 116.6 41.557 15.333 0.000 108.57 0.00 3.30 115.8 41.507 15.417 0.000 108.57 0.00 3.30 114.8 41.464 15.500 0.000 108.57 0.00 3.30 114.0 41.427 15.583 0.000 102.10 0.00 3.29 112.9 41.353 15.667 0.000 102.10 0.00 3.29 111.4 41.289 15.750 0.000 102.10 0.00 3.28 110.2 41.233 15.833 0.000 92.63 0.00 3.27 108.5 41.124 15.917 0.000 92.63 0.00 3.27 106.4 41.029 16.000 0.000 92.63 0.00 3.26 104.6 40.947 16.083 0.000 76.65 0.00 3.25 102.0 40.772 16.167 0.000 76.65 0.00 3.24 98.6 40.621 16.250 0.000 76.65 0.00 3.23 95.7 40.490 16.333 0.000 44.26 0.00 3.20 91.1 40.167 16.417 0.000 44.26 0.00 3.18 84.9 39.888 16.500 0.000 44.26 0.00 3.16 79.5 39.645 16.583 0.000 30.86 0.00 3.14 74.0 39.348 16.667 0.000 30.86 0.00 3.12 68.3 39.090 16.750 0.000 30.86 0.00 3.10 63.3 38.866 16.833 0.000 23.33 0.00 3.08 58.6 38.624 16.917 0.000 23.33 0.00 3.07 53.9 38.413 17.000 0.000 23.33 0.00 3.05 49.9 38.231 17.083 0.000 20.99 0.00 3.04 46.2 38.057 17.167 0.000 20.99 0.00 3.03 42.9 37.906 17.250 0.000 20.99 0.00 3.02 40.0 37.775 17.333 0.000 22.80 0.00 3.01 37.6 37.673 17.417 0.000 22.80 0.00 3.00 35.6 37.585 17.500 0.000 22.80 0.00 3.00 34.1 37.507 17.583 0.000 22.88 0.00 2.99 33.1 37.437 17.667 0.000 22.88 0.00 2.99 32.5 37.370 17.750 0.000 22.88 0.00 2.98 32.0 37.308 17.833 0.000 21.79 0.00 2.98 31.4 37.242 17.917 0.000 21.79 0.00 2.97 30.8 37.180 18.000 0.000 21.79 0.00 2.97 30.3 37.121 18.083 0.000 19.58 0.00 2.96 29.8 37.051 18.167 0.000 19.58 0.00 2.96 29.2 36.985 18.250 0.000 19.58 0.00 2.95 28.6 36.923 18.333 0.000 18.72 0.00 2.95 28.1 36.858 18.417 0.000 18.72 0.00 2.94 27.5 36.798 18.500 0.000 18.72 0.00 2.94 27.0 36.741 18.583 0.000 17.49 0.00 2.93 26.5 36.679 18.667 0.000 17.49 0.00 2.93 26.0 36.620 18.750 0.000 17.49 0.00 2.93 25.5 36.565 18.833 0.000 14.40 0.00 2.92 24.9 36.493 18.917 0.000 14.40 0.00 2.91 24.3 36.424 19.000 0.000 14.40 0.00 2.91 23.7 36.360 19.083 0.000 12.26 0.00 2.90 23.1 36.285 19.167 0.000 12.26 0.00 2.90 22.5 36.215 19.250 0.000 12.26 0.00 2.89 21.9 36.148 19.333 0.000 13.94 0.00 2.89 21.4 36.097 19.417 0.000 13.94 0.00 2.89 21.0 36.048 19.500 0.000 13.94 0.00 2.88 20.6 36.003 19.583 0.000 15.40 0.00 2.88 20.2 35.970 19.667 0.000 15.40 0.00 2.88 19.9 35.938 19.750 0.000 15.40 0.00 2.87 19.7 35.909 19.833 0.000 13.33 0.00 2.87 19.4 35.867 19.917 0.000 13.33 0.00 2.87 19.0 35.828 20.000 0.000 13.33 0.00 2.87 18.7 35.791 20.083 0.000 11.65 0.00 2.86 18.3 35.745 20.167 0.000 11.65 0.00 2.86 17.9 35.702 20.250 0.000 11.65 0.00 2.86 17.6 35.661 20.333 0.000 12.76 0.00 2.85 17.3 35.630 20.417 0.000 12.76 0.00 2.85 17.0 35.601 20.500 0.000 12.76 0.00 2.85 16.8 35.574 20.583 0.000 13.12 0.00 2.85 16.5 35.550 20.667 0.000 13.12 0.00 2.84 16.3 35.528 20.750 0.000 13.12 0.00 2.84 16.1 35.507 20.833 0.000 12.41 0.00 2.84 16.0 35.483 20.917 0.000 12.41 0.00 2.84 15.7 35.460 21.000 0.000 12.41 0.00 2.84 15.6 35.438 21.083 0.000 11.23 0.00 2.84 15.3 35.410 21.167 0.000 11.23 0.00 2.83 15.1 35.383 21.250 0.000 11.23 0.00 2.83 14.9 35.358 21.333 0.000 11.70 0.00 2.83 14.7 35.337 21.417 0.000 11.70 0.00 2.83 14.5 35.318 21.500 0.000 11.70 0.00 2.83 14.3 35.300 21.583 0.000 10.93 0.00 2.83 14.2 35.278 21.667 0.000 10.93 0.00 2.82 14.0 35.257 21.750 0.000 10.93 0.00 2.82 13.8 35.237 21.833 0.000 11.55 0.00 2.82 13.7 35.222 21.917 0.000 11.55 0.00 2.82 13.5 35.209 22.000 0.000 11.55 0.00 2.82 13.4 35.196 22.083 0.000 10.85 0.00 2.82 13.3 35.179 22.167 0.000 10.85 0.00 2.82 13.1 35.163 22.250 0.000 10.85 0.00 2.82 13.0 35.148 22.333 0.000 11.48 0.00 2.81 12.9 35.138 22.417 0.000 11.48 0.00 2.81 12.8 35.129 22.500 0.000 11.48 0.00 2.81 12.7 35.121 22.583 0.000 9.99 0.00 2.81 12.6 35.102 22.667 0.000 9.99 0.00 2.81 12.5 35.085 22.750 0.000 9.99 0.00 2.81 12.3 35.069 22.833 0.000 9.42 0.00 2.81 12.2 35.050 22.917 0.000 9.42 0.00 2.81 12.0 35.032 23.000 0.000 9.42 0.00 2.81 11.9 35.015 23.083 0.000 9.21 0.00 2.80 11.7 34.998 23.167 0.000 9.21 0.00 2.80 11.6 34.982 23.250 0.000 9.21 0.00 2.80 11.4 34.966 23.333 0.000 9.08 0.00 2.80 11.3 34.951 23.417 0.000 9.08 0.00 2.80 11.2 34.937 23.500 0.000 9.08 0.00 2.80 11.1 34.923 23.583 0.000 9.01 0.00 2.80 10.9 34.910 23.667 0.000 9.01 0.00 2.80 10.8 34.897 23.750 0.000 9.01 0.00 2.80 10.7 34.886 23.833 23.917 0.000 8.96 0.000 8.96 0.00 2.79 0.00 2.79 10.6 34.874 10.5 34.864 PROCESS SUMMARY OF STORAGE: INFLOW VOLUME = 92.457 AF BASIN STORAGE = 31.539 AF (WITH OUTFLOW VOLUME = 60.910 AF LOSS VOLUME = 0.000 AF 0.000 AF INITIALLY FILLED) END OF FLOODSCx ROUTING ANALYSIS Travertine Hydrology Study — September 2021 xi APPENDIX E- HYDRAULIC ANALYSIS FOR PEAKFLOW Qioo NORMAL DEPTH Travertine Hydrology Study — September 2021 xii E.1 — DRAINAGE FACILITIES BASED ON NORMAL DEPTH METHOD Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -A (NODE 9-16) Circular Highlighted Diameter (ft) = 4.50 Depth (ft) = 3.51 Q (cfs) = 187.00 Area (sqft) = 13.34 Invert Elev (ft) = 100.00 Velocity (ft/s) = 14.01 Slope (%) = 1.00 Wetted Perim (ft) = 9.77 N -Value = 0.013 Crit Depth, Yc (ft) = 3.94 Top Width (ft) = 3.72 Calculations EGL (ft) = 6.56 Compute by: Known Q Known Q (cfs) = 187.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 7 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -A (NODE 16-21) Circular Highlighted Diameter (ft) = 5.00 Depth (ft) = 4.33 Q (cfs) = 272.00 Area (sqft) = 18.08 Invert Elev (ft) = 100.00 Velocity (ft/s) = 15.04 Slope (%) = 1.00 Wetted Perim (ft) = 11.98 N -Value = 0.013 Crit Depth, Yc (ft) = 4.55 Top Width (ft) = 3.40 Calculations EGL (ft) = 7.85 Compute by: Known Q Known Q (cfs) = 272.00 Elev (ft) Section Depth (ft) 106.00 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 4 Reach (ft) 5 6 7 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -A (NODE 21-30) Circular Highlighted Diameter (ft) = 6.00 Depth (ft) = 4.51 Q (cfs) = 387.00 Area (sqft) = 22.82 Invert Elev (ft) = 100.00 Velocity (ft/s) = 16.96 Slope (%) = 1.00 Wetted Perim (ft) = 12.60 N -Value = 0.013 Crit Depth, Yc (ft) = 5.28 Top Width (ft) = 5.18 Calculations EGL (ft) = 8.98 Compute by: Known Q Known Q (cfs) = 387.00 Elev (ft) 107.00 106.00 105.00 104.00 103.00 102.00 101.00 100.00 99.00 Section 0 1 2 3 4 Reach (ft) 5 6 7 8 Depth (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -A (NODE 30-40) Circular Highlighted Diameter (ft) = 6.50 Depth (ft) = 5.42 Q (cfs) = 532.00 Area (sqft) = 29.60 Invert Elev (ft) = 100.00 Velocity (ft/s) = 17.97 Slope (%) = 1.00 Wetted Perim (ft) = 14.98 N -Value = 0.013 Crit Depth, Yc (ft) = 5.94 Top Width (ft) = 4.83 Calculations EGL (ft) = 10.44 Compute by: Known Q Known Q (cfs) = 532.00 Elev (ft) 107.00 106.00 105.00 104.00 103.00 102.00 101.00 100.00 99.00 Section 0 1 2 3 4 5 Reach (ft) 6 7 8 9 Depth (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -2A (NODE 21-25) Circular Highlighted Diameter (ft) = 4.00 Depth (ft) = 2.85 Q (cfs) = 123.00 Area (sqft) = 9.58 Invert Elev (ft) = 100.00 Velocity (ft/s) = 12.84 Slope (%) = 1.00 Wetted Perim (ft) = 8.04 N -Value = 0.013 Crit Depth, Yc (ft) = 3.34 Top Width (ft) = 3.62 Calculations EGL (ft) = 5.41 Compute by: Known Q Known Q (cfs) = 123.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 Reach (ft) 4 5 6 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -2A (NODE 25-24) Circular Highlighted Diameter (ft) = 3.50 Depth (ft) = 2.95 Q (cfs) = 103.00 Area (sqft) = 8.66 Invert Elev (ft) = 100.00 Velocity (ft/s) = 11.89 Slope (%) = 1.00 Wetted Perim (ft) = 8.16 N -Value = 0.013 Crit Depth, Yc (ft) = 3.10 Top Width (ft) = 2.54 Calculations EGL (ft) = 5.15 Compute by: Known Q Known Q (cfs) = 103.00 Elev (ft) Section Depth (ft) 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -3A (NODE 34-30) Circular Highlighted Diameter (ft) = 4.00 Depth (ft) = 2.66 Q (cfs) = 112.00 Area (sqft) = 8.90 Invert Elev (ft) = 100.00 Velocity (ft/s) = 12.59 Slope (%) = 1.00 Wetted Perim (ft) = 7.64 N -Value = 0.013 Crit Depth, Yc (ft) = 3.20 Top Width (ft) = 3.77 Calculations EGL (ft) = 5.12 Compute by: Known Q Known Q (cfs) = 112.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 Reach (ft) 4 5 6 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -B (NODE 140-160) Circular Highlighted Diameter (ft) = 4.50 Depth (ft) = 3.45 Q (cfs) = 184.00 Area (sqft) = 13.10 Invert Elev (ft) = 100.00 Velocity (ft/s) = 14.05 Slope (%) = 1.00 Wetted Perim (ft) = 9.61 N -Value = 0.013 Crit Depth, Yc (ft) = 3.92 Top Width (ft) = 3.80 Calculations EGL (ft) = 6.52 Compute by: Known Q Known Q (cfs) = 184.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 7 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -B (NODE 158-150) Circular Highlighted Diameter (ft) = 3.50 Depth (ft) = 2.31 Q (cfs) = 78.00 Area (sqft) = 6.76 Invert Elev (ft) = 100.00 Velocity (ft/s) = 11.55 Slope (%) = 1.00 Wetted Perim (ft) = 6.65 N -Value = 0.013 Crit Depth, Yc (ft) = 2.76 Top Width (ft) = 3.31 Calculations EGL (ft) = 4.38 Compute by: Known Q Known Q (cfs) = 78.00 Elev (ft) Section Depth (ft) 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 Reach (ft) 4 5 6 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -B (NODE 160-158) Circular Highlighted Diameter (ft) = 4.00 Depth (ft) = 3.19 Q (cfs) = 140.00 Area (sqft) = 10.76 Invert Elev (ft) = 100.00 Velocity (ft/s) = 13.02 Slope (%) = 1.00 Wetted Perim (ft) = 8.84 N -Value = 0.013 Crit Depth, Yc (ft) = 3.51 Top Width (ft) = 3.21 Calculations EGL (ft) = 5.82 Compute by: Known Q Known Q (cfs) = 140.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 Reach (ft) 4 5 6 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -B (NODE 180-140) Circular Highlighted Diameter (ft) = 5.50 Depth (ft) = 5.04 Q (cfs) = 360.00 Area (sqft) = 22.81 Invert Elev (ft) = 100.00 Velocity (ft/s) = 15.78 Slope (%) = 1.00 Wetted Perim (ft) = 14.05 N -Value = 0.013 Crit Depth, Yc (ft) = 5.07 Top Width (ft) = 3.04 Calculations EGL (ft) = 8.91 Compute by: Known Q Known Q (cfs) = 360.00 Elev (ft) Section Depth (ft) 106.00 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 4 Reach (ft) 5 6 7 8 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -B (NODE 195-180) Circular Highlighted Diameter (ft) = 6.50 Depth (ft) = 4.83 Q (cfs) = 472.00 Area (sqft) = 26.47 Invert Elev (ft) = 100.00 Velocity (ft/s) = 17.83 Slope (%) = 1.00 Wetted Perim (ft) = 13.52 N -Value = 0.013 Crit Depth, Yc (ft) = 5.71 Top Width (ft) = 5.68 Calculations EGL (ft) = 9.78 Compute by: Known Q Known Q (cfs) = 472.00 Elev (ft) 107.00 106.00 105.00 104.00 103.00 102.00 101.00 100.00 99.00 Section 0 1 2 3 4 5 Reach (ft) 6 7 8 9 Depth (ft) 7.00 6.00 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -2B (NODE 110-106) Circular Highlighted Diameter (ft) = 3.00 Depth (ft) = 2.44 Q (cfs) = 66.00 Area (sqft) = 6.16 Invert Elev (ft) = 100.00 Velocity (ft/s) = 10.71 Slope (%) = 1.00 Wetted Perim (ft) = 6.75 N -Value = 0.013 Crit Depth, Yc (ft) = 2.61 Top Width (ft) = 2.33 Calculations EGL (ft) = 4.22 Compute by: Known Q Known Q (cfs) = 66.00 Elev (ft) Section Depth (ft) 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 Reach (ft) 3 4 5 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -2B (NODE 130-110) Circular Highlighted Diameter (ft) = 4.50 Depth (ft) = 3.24 Q (cfs) = 171.00 Area (sqft) = 12.29 Invert Elev (ft) = 100.00 Velocity (ft/s) = 13.92 Slope (%) = 1.00 Wetted Perim (ft) = 9.13 N -Value = 0.013 Crit Depth, Yc (ft) = 3.80 Top Width (ft) = 4.03 Calculations EGL (ft) = 6.25 Compute by: Known Q Known Q (cfs) = 171.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 7 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -2B (NODE 140-130) Circular Highlighted Diameter (ft) = 4.50 Depth (ft) = 3.74 Q (cfs) = 199.00 Area (sqft) = 14.13 Invert Elev (ft) = 100.00 Velocity (ft/s) = 14.08 Slope (%) = 1.00 Wetted Perim (ft) = 10.33 N -Value = 0.013 Crit Depth, Yc (ft) = 4.03 Top Width (ft) = 3.37 Calculations EGL (ft) = 6.82 Compute by: Known Q Known Q (cfs) = 199.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 7 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -3B (NODE 160-165) Circular Highlighted Diameter (ft) = 2.50 Depth (ft) = 1.95 Q (cfs) = 39.00 Area (sqft) = 4.12 Invert Elev (ft) = 100.00 Velocity (ft/s) = 9.47 Slope (%) = 1.00 Wetted Perim (ft) = 5.43 N -Value = 0.013 Crit Depth, Yc (ft) = 2.11 Top Width (ft) = 2.06 Calculations EGL (ft) = 3.34 Compute by: Known Q Known Q (cfs) = 39.00 Elev (ft) 103.00 102.50 102.00 101.50 101.00 100.50 100.00 99.50 Section 0 1 2 Reach (ft) 3 4 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -4B (NODE 180-186) Circular Highlighted Diameter (ft) = 4.00 Depth (ft) = 2.62 Q (cfs) = 110.00 Area (sqft) = 8.75 Invert Elev (ft) = 100.00 Velocity (ft/s) = 12.57 Slope (%) = 1.00 Wetted Perim (ft) = 7.56 N -Value = 0.013 Crit Depth, Yc (ft) = 3.17 Top Width (ft) = 3.80 Calculations EGL (ft) = 5.08 Compute by: Known Q Known Q (cfs) = 110.00 Elev (ft) Section Depth (ft) 105.00 104.00 103.00 102.00 101.00 100.00 99.00 0 1 2 3 Reach (ft) 4 5 6 5.00 4.00 3.00 2.00 1.00 0.00 -1.00 Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Oct 15 2020 STORM DRAIN LINE -4B (NODE 186-184) Circular Highlighted Diameter (ft) = 3.50 Depth (ft) = 2.47 Q (cfs) = 85.00 Area (sqft) = 7.26 Invert Elev (ft) = 100.00 Velocity (ft/s) = 11.71 Slope (%) = 1.00 Wetted Perim (ft) = 6.98 N -Value = 0.013 Crit Depth, Yc (ft) = 2.87 Top Width (ft) = 3.19 Calculations EGL (ft) = 4.60 Compute by: Known Q Known Q (cfs) = 85.00 Elev (ft) Section Depth (ft) 104.00 103.00 102.00 101.00 100.00 99.00 0 2 3 Reach (ft) 4 5 6 4.00 3.00 2.00 1.00 0.00 -1.00 DATE: 9/23/2021 TIME: 9:19 WATER SURFACE PROFILE - CHANNEL DEFINITION LISTING PAGE 1 CARD SECT CHN NO OF AVE PIER HEIGHT 1 BASE ZL ZR INV Y(1) Y(2) Y(3) Y(4) Y(5) Y(6) Y(7) Y(8) Y(9) Y(10) CODE NO TYPE PIERS WIDTH DIAMETER WIDTH DROP CD 36 4 3.00 CD 48 4 4.00 CD 54 4 4.50 CD 60 4 5.00 CD 66 4 5.50 CD 72 4 6.00 PAGE NO 3 HEADING LINE NO 1 IS - HEADING LINE NO 2 IS - HEADING LINE NO 3 IS - WATER SURFACE PROFILE - TITLE CARD LISTING TRAVERTINE BASIN OUTLET PIPE 09-23-2021 PAGE NO 2 WATER SURFACE PROFILE - ELEMENT CARD LISTING ELEMENT NO 1 IS A SYSTEM OUTLET * U/S DATA STATION INVERT SECT W S ELEV 1000.00 -10.00 66 15.60 THE ABOVE ELEMENT CONTAINED AN INVERT ELEV WHICH WAS NOT GREATER THAN THE PREVIOUS INVERT ELEV -WARNING ELEMENT NO 2 IS A REACH * U/S DATA STATION INVERT SECT 1200.00 1.00 66 ELEMENT NO 3 IS A REACH * U/S DATA STATION INVERT SECT 1982.00 10.00 66 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 N RADIUS ANGLE ANG PT MAN H 0.013 45.00 78.00 0.00 0 ELEMENT NO 4 IS A JUNCTION * * * * * * * U/S DATA STATION INVERT SECT LAT -1 LAT -2 N Q3 Q4 INVERT -3 INVERT -4 PHI 3 PHI 4 1982.00 11.00 66 36 0 0.014 143.4 0.0 12.00 0.00 60.00 0.00 ELEMENT NO 5 IS A REACH * U/S DATA STATION INVERT SECT 2043.00 12.00 66 N RADIUS ANGLE ANG PT MAN H 0.013 0.00 0.00 0.00 0 ELEMENT NO 6 IS A REACH * U/S DATA STATION INVERT SECT N RADIUS ANGLE ANG PT MAN H 2323.00 16.00 66 0.013 0.00 0.00 0.00 0 ELEMENT NO 7 IS A SYSTEM HEADWORKS U/S DATA STATION INVERT SECT W S ELEV 2323.00 16.00 66 0.00 NO EDIT ERRORS ENCOUNTERED -COMPUTATION IS NOW BEGINNING ** WARNING NO. 2 ** - WATER SURFACE ELEVATION GIVEN IS LESS THAN OR EQUALS INVERT ELEVATION IN HDWKDS, W.S.ELEV = INV + DC PAGE 1 TRAVERTINE BASIN OUTLET PIPE 09-23-2021 WATER SURFACE PROFILE LISTING STATION INVERT DEPTH W.S. Q VEL VEL ENERGY SUPER CRITICAL HGT/ BASE/ ZL NO AVBPR ELEV OF FLOW ELEV HEAD GRD.EL. ELEV DEPTH DIA ID NO. PIER L/ELEM SO SF AVE HF NORM DEPTH ZR *********************************************************************************************************************************** 1000.00 -10.00 25.600 15.600 286.9 12.08 2.264 17.864 0.00 4.682 5.50 0.00 0.00 0 0.00 200.00 0.05500 .007299 1.46 2.296 0.00 1200.00 1.00 16.060 17.060 286.9 12.08 2.264 19.324 0.00 4.682 5.50 0.00 0.00 0 0.00 782.00 0.01151 .007299 5.71 3.709 0.00 1982.00 10.00 13.189 23.189 286.9 12.08 2.264 25.453 0.00 4.682 5.50 0.00 0.00 0 0.00 JUNCT STR 0.00000 .005292 0.00 0.00 1982.00 11.00 13.887 24.887 143.5 6.04 0.566 25.453 0.00 3.339 5.50 0.00 0.00 0 0.00 61.00 0.01639 .001826 0.11 2.188 0.00 2043.00 12.00 12.999 24.999 143.5 6.04 0.566 25.565 0.00 3.339 5.50 0.00 0.00 0 0.00 280.00 0.01429 .001826 0.51 2.273 0.00 2323.00 16.00 9.510 25.510 143.5 6.04 0.566 26.076 0.00 3.339 5.50 0.00 0.00 0 0.00 Travertine Hydrology Study — September 2021 xiii APPENDIX F - SPILLWAY CALCULATIONS Spillway Calculations: Spillway to handle the proposed 6 hour 100 year unit hydrograph peak flow. Split evenly over two spillways. This assumes both outlet pipes are blocked, basins can hold their full volume and difference goes over the two spillways. Q1oo=287 cfs Q _ L CH3/2 Given: 1/2 x Q1oo=143.5 cfs H=1.0' C=2.64 L=54.4' Basin top elevation 31.0'. Design spillway to have 1' of freeboard below top of basin. Design spillway with 1' depth of flow. Therefore spillway elevation = 29.0' Travertine Hydrology Study — September 2021 xiv APPENDIX G - LIST OF MAPS Travertine Hydrology Study — September 2021 xv EXISTING HYDROLOGY MAP E • 0 N 00 I I A I` n r\ c I` nn ric 7 nnn\ r\I \i\ rll A rK Ire \ rK IT \ 1 I\/\ Cn n n I I\/I\ I-, IAI 3 (191.6) FL n i_=7o8, Al 9.3 I / / 168 7 / FL / / / • • • • B1 • 9.9 221.3 FL • 1-=-867' 10 • • • • • \ N \ \ \ \\ 101 . 101. • _ L=1,460' B2 76.1 L=2,414' 97 9 F IA=110.5 Ac >iQ,0, 131.1 CFS -r Jr -PROJECT / BOUNDARY I (125.1)< 30 \ T t (B3 5 6 J _t PROJECT BOUNDARY L=2,789' PROJECT BOUNDARY y (33.6) F IA=151.3 Ac >iQmT 183.9 CFS 400 (40.0) F IA=252.6 Ac >Q,ce 303.9 CFS \ Cl 9.80 (136.0) cioT> FL / / (233.7) ciw> FL C3 124. (275.0) 100 / / / FL C2 118.7 PROJECT BOUNDARY 7'5 1 A-88 LEGEND 2.8 X > XXX.X Q100= 1.2 CFS SUBAREA NO. SUBAREA AREA - Acre NODE NO. & ELEVATION FLOW AT NODE - YR STORM AREA TRIBUTARY BOUNDARY SUBAREA TRIBUTARY BOUNDARY 200 100 0 200 400 600 SCALE: 1"=200' \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ROACTIV NGINEERING CONSULTANT WWW.PROACTIVEENGINEERING.NET (949) 716-7460 27042 Towne Centre Drive, Suite 110, Foothill Ranch, CA 92610 TRAVERTINE EXIST PRELIMINARY HYDROLOGY EXHIBIT CITY OF LA QINTA 1 OF 1 Travertine Hydrology Study — September 2021 xvi PROPOSED HYDROLOGY MAP I I A I nnnl nn ric 7 nnn\ IThI \n nI AKIC'\ I -KIT\ I Iv\ nn, --,,n I I\in nFnin -, - I� I 167.88 —It 193.30 190.70 I 196.5 INV 218.5 FG (I PROJECT BOUNDARY 278.0 FG 268.0 INV 278.0 FG 271.0 INV 280.0 FG 23 FG \\ \\ T PROJECT BOUNDARY SD LINE—A 60" RCP PROJECT BOUNDARY N N N I T I 237.5 FG 245.0 FG II II 1 II II II I II III 11 70 0 INV SD LINE—A 60" RCP 65.0 INV SD LINE—A 72" RCP PROJECT BOUNDARY 36.0 WI WI I— cI Z 0 U) SD LINE—A- - — . \ —78 RCP 1 DETENTION/ INFILTRATION BASIN A 25.0 BOT \ 26.0 INV 1A=220.3 Ac ZQ 0c 532.1 CFS EMERGENCY SPILLWAY \ \ \ \ \ \ \ \ \ \ \ 1 \ NUE 62 I 1 I III I I EMERGENCY SPILLWAY FG PROJECT BOUNDARY \\ 281\ FG 90 I II /1 7/ 'I 244 0 FG 161 // // II II II I I I I II I\ A-88 LEGEND SUBAREA NO. 2.8 SUBAREA AREA — Acre x > xxx . x NODE NO. Sc ELEVATION Q,c,= 1.2 CFS FLOW AT NODE — YR STORM AREA TRIBUTARY BOUNDARY — — — — SUBAREA TRIBUTARY BOUNDARY 200 100 0 200 400 600 SCALE: 1"=200' PRCACTIV ENGINEERING CONSULTANT WWW.PROACTIVEENGINEERING.NET (949) 716-7460 27042 Towne Centre Drive, Suite 110, Foothill Ranch, CA 92610 TRAVERTINE PROPOSED PRELIMINARY HYDROLOGY EXHIBIT CITY OF LA QINTA 1 OF 1 2014 Whitewater River Region WQMP Appendix 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 Not applicable; project is in the preliminary phase. 2014 Whitewater River Region WQMP Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT — SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS Not applicable; project is in the preliminary phase. 2014 Whitewater River Region WQMP Appendix I PROJECT -SPECIFIC WQMP SUMMARY DATA FORM Project -Specific WQMP Summary Data Form Applicant Information Name and Title Lisa Hofmann Morgan Company Hofmann Land Development Co. Phone (925) 478-2000 Email Project Information Project Name (as shown on project application/project-specific WQMP) Travertine Project (TTM 37387) Street Address West Madison, East of Jefferson Street along Avenue 62, La Quinta CA Nearest Cross Streets Madison Street and Avenue 62 Municipality (City or Unincorporated County) City of La Quinta Zip Code Tract Number(s) and/or Assessor Parcel Number(s) 766-110-003, 766-110-004, 766-110-007, 766-110-009, 766-120-001, 766-120-002,766-120-003,766-120-006,766-120-016,766-120-018, 766-120-015, 766-120-021, 766-120-023, 766-280-057, 764-280-059, 764-280-061, 753-040-014, 753-040-017, 753-040-016, 743-050-029, 753-050-007,753-060-003 Other (other information to help ident fy 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 X Parking lot > 5,000 sq. ft. or > 25 parking spaces Date Project -Specific WQMP Submitted Size of Project Area (nearest 0.1 acre) 855.4 acres, 514.2 acres disturbed 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) 516 Are Treatment Control BMPs required? No Is the project subject to onsite retention by ordinance or policy? Yes, partial 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 Pending Contact Name Pending — Preliminary Phase Street or Mailing Address Pending — Preliminary Phase City Pending — Preliminary Phase Zip Code Pending — Preliminary Phase Phone Pending — Preliminary Phase 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