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WQMP Rancho Vista Village
Project Specific Water Quality Management Plan For: Rancho Vista Village 29601 Mira Loma Drive, Temecula CA 92592 DEVELOPMENT NO. TR 33584, APN: 944-060-006 DESIGN REVIEW NO. DESIGN REVIEW NO. PA 11-0023 Prepared for: Mira Loma Recovery, LLC 650 E. Hospitality Lane, Ste. 410 San Bernardino, CA 92408 Telephone: 909-890-9955 Contact: John Snell Prepared by: VSL Engineering Richard Valdez, P.E. 31805 Temecula Parkway, #129 Temecula, CA 92592 Telephone: 951-296-3930 WQMP Preparation Date: 01-14-12 Rev. 1 Date: 03-23-12 Water Quality Management Plan (WQMP) Rancho Vista Village OWNER’S CERTIFICATION This project-specific Water Quality Management Plan (WQMP) has been prepared for: Mira Loma Recovery, LLC by Richard Valdez, P.E. for the project known as Rancho Vista Village at 29601 Mira Loma Drive, Temecula CA 92592. This WQMP is intended to comply with the requirements of City of Temecula for APN: 944-060-006, which includes the requirement for the preparation and implementation of a projectspecific 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 County of Riverside Water Quality Ordinance. If the undersigned transfers its interest in the subject property/project, its successor in interest the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. "I, the undersigned, certify under penalty of law 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 Date Owner’s Printed Name Owner’s Title/Position 650 E. Hospitality Lane, Ste. 410 San Bernardino, CA 92408 909-890-9955 ENGINEER’S CERTIFICATION “I certify under penalty of law that this document and all attachments and appendices were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted.” February 5, 2012 ______________________________ _______________________________ Signature Date Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-i Contents Section Page I PROJECT DESCRIPTION A-2 II SITE CHARACTERIZATION A-5 III POLLUTANTS OF CONCERN A-7 IV HYDROLOGIC CONDITIONS OF CONCERN A-8 V BEST MANAGEMENT PRACTICES A-9 V.1 Site Design BMPs A-9 V.2 Source Control BMPs A-14 V.3 Treatment Control BMPs A-15 V.4 Equivalent Treatment Control Alternatives A-18 V.5 Regionally-Based Treatment Control BMPs A-18 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROL BMPS A-19 VII FUNDING A-20 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP,WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN D. EDUCATIONAL MATERIALS E. SOILS REPORT F. TREATMENT CONTROL BMP SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS – CC&RS, COVENANT AND 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 (NOT APPLICABLE) Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-2 I. Project Description Instructions: The project description shall be completely and accurately described in narrative form. In the field provided on page A-3, describe and with supporting figures (maps or exhibits), where facilities will be located, what activities will be conducted and where, what kinds of materials will be used and/or stored, how and where materials will be delivered, and the types of wastes that will be generated. The following information shall be described and/or addressed in the "Project Description" section of the project-specific WQMP: Project owner and WQMP preparer; Project location; Project size; Standard Industrial Classification (SIC), if applicable; Location of facilities; Activities and location of activities; Materials Storage and Delivery Areas; Wastes generated by project activities. Project Owner: Mira Loma Recovery, LLC 650 E. Hospitality Lane, Ste. 410 San Bernardino, CA 92408 Telephone: 909-890-9955 Contact Name: John Snell WQMP Preparer: VSL Engineering 31805 Temecula Parkway, #129 Temecula, CA 92592 Telephone: 951-296-3930 Contact Name: Richard Valdez, President Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-3 Project Site Address: 29601 Mira Loma Drive Temecula CA 92592 Planning Area/Community Name/Development Name: Temecula APN Number(s): 944-060-006 Thomas Bros. Map: Page 959, Grid A6, 2005 Edition Project Watershed: Santa Margarita River (HU 902) Sub-watershed: Murrieta Creek (HSA 902.32) Project Site Size: 7.4 Ac. (Gross); 7.24 Ac. (Net) Standard Industrial Classification (SIC) Code: Not applicable Formation of Home Owners’ Association (HOA) or Property Owners Association (POA): Y N Additional Permits/Approvals required for the Project AGENCY Permit required State Department of Fish and Game, 1601 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act (CWA) section 401 Water Quality Certification Y N US Army Corps of Engineers, CWA section 404 permit Y N US Fish and Wildlife, Endangered Species Act section 7 biological opinion Y N Other (please list in the space below as required) SWRCB CONSTRUCTION GENERAL PERMIT Y N CITY OF TEMECULA GRADING PERMIT Y N Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-4 The proposed project consists of the construction of 8-multi-family apartment buildings (3-story), 1 clubhouse, 1 pool, 1 tot lot, 9 bio-retention basins, and areas designated for porous pavement. Refer to Table IIa. for an acreage breakdown per surface area. Being a multi-family residential community, waste products may consist of cleaners, deodorizers, detergents, drain cleaners, gases, home medications, laundry bleaches, liquid fuels, and paint removers/thinners. Home owners shall be responsible for the storage of these household chemicals, and shall follow the instructions on the appropriate labels for handling. Disposal of these materials and products shall also follow label instructions and shall by no means be discharged into the parkway or driveway gutter or landscaped areas. Wastes generated by the project will follow Table 2 of the Riverside County Stormwater Quality BMP Handbook, which identifies the following potential pollutants for a detached residential community: sediment/turbidity, nutrients, trash/debris, oxygen demanding substances, bacteria/viruses, oil and greases, and pesticides. The project is located at the northeast corner of Rancho Vista Road and Mira Loma Drive. The project is surrounded by existing residential developments on all sides with the exception of the southeast, which is zoned for public institutional use. The project is situated adjacent to an un-named natural drainage channel, which shall serve as the receiving waters for our project. Appendix A of this project-specific WQMP includes a complete copy of the final Conditions of Approval. Appendix B of this project-specific WQMP shall include: 1. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail to allow the project site to be plotted on Co-Permittee base mapping; and 2. 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 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. Proposed drainage areas boundaries, including tributary offsite areas, for each location where flows exits the property/project site. Each tributary area should be clearly denoted. Pre-and post-project topography. Appendix G of this project-specific WQMP shall include copies of CC&Rs, Covenant and Agreements, and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements. Attachment to Section I. PROJECT DESCRIPTION: The proposed project consists of the construction of 8-multi-family apartment buildings (3-story), 1 clubhouse, 1 pool, 1 tot lot, 9 bio-retention basins, and areas designated for porous pavement. Refer to Table IIa. for an acreage breakdown per surface area. Being a multi-family residential community, waste products may consist of cleaners, deodorizers, detergents, drain cleaners, gases, home medications, laundry bleaches, liquid fuels, and paint removers/thinners. Home owners shall be responsible for the storage of these household chemicals, and shall follow the instructions on the appropriate labels for handling. Disposal of these materials and products shall also follow label instructions and shall by no means be discharged into the parkway or driveway gutter or landscaped areas. Wastes generated by the project will follow Table 2 of the Riverside County Stormwater Quality BMP Handbook, which identifies the following potential pollutants for a detached residential community: sediment/turbidity, nutrients, trash/debris, oxygen demanding substances, bacteria/viruses, oil and greases, and pesticides. The project is located at the northeast corner of Rancho Vista Road and Mira Loma Drive. The project is surrounded by existing residential developments on all sides with the exception of the southeast, which is zoned for public institutional use. The project is situated adjacent to an un-named natural drainage channel, which shall serve as the receiving waters for our project. LOCATION OF NEW BUILDINGS (relative to project boundaries): Buildings vary in distance to property lines from 21 feet to 134 feet. The buildings will be located throughout the entire site. PROPOSED ACTIVITIES AT THESE BUILDINGS: Multi-family residential use, pool use, tot-lot use, common use at clubhouse. SPECIFIC LOCATIONS OF THESE ACTIVITIES: Within buildings and clubhouse. LOCATIONS OF MATERIAL STORAGE AREAS: Storage use shall be within each respective dwelling unit. There are no outside material storage areas proposed for this project. LOCATIONS OF LOADING AND UNLOADING AREAS: No loading/unloading areas proposed. ACTIVITY-SPECIFIC WASTES TO BE GENERATED: Being a multi-family residential community, waste products may consist of cleaners, deodorizers, detergents, drain cleaners, gases, home medications, laundry bleaches, liquid fuels, and paint removers/thinners. Home owners shall be responsible for the storage of these household chemicals, and shall follow the instructions on the appropriate labels for handling. Disposal of these materials and products shall also follow label instructions and shall by no means be discharged into the parkway or driveway gutter or landscaped areas. Wastes generated by the project will follow Table 2 of the Riverside County Stormwater Quality BMP Handbook, which identifies the following potential pollutants for a detached residential community: sediment/turbidity, nutrients, trash/debris, oxygen demanding substances, bacteria/viruses, oil and greases, and pesticides. Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-5 II. Site Characterization Land Use Designation or Zoning: Existing zoning: Planned Development Overlay; Proposed zoning: High Density Residential Current Property Use: Vacant, Undeveloped Proposed Property Use: Multi-family residential (apartments) Availability of Soils Report: Y N Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E. Phase 1 Site Assessment: Y N Note: If prepared, attached remediation summary and use restrictions in Appendix H. Receiving Waters for Urban Runoff from Site Instructions: On the following page, list in order of upstream to downstream, the receiving waters that the project is tributary to. Continue to fill each row with the receiving water’s 303(d) listed impairments, designated beneficial uses, and proximity, if any, to a RARE beneficial use. TABLE IIa. – SURFACE AREA SUMMARY SURFACE AREA TYPE ACREAGE % OF SITE BUILDINGS 1.27 Ac. 17.5% HARDSCAPE 1.93 Ac. 26.7% LANDSCAPE 2.87 Ac. 39.6% OPEN SPACE 1.17 Ac. 16.2% 7.24 Ac. 100.0% Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-6 Receiving Waters for Urban Runoff from Site Receiving Waters and Hydrologic Unit 303(d) List Impairments Designated Beneficial Uses Proximity to RARE Beneficial Use Murrieta Creek (HSA 2.32, 2.52) Chlorpyrifos, Copper, Iron, Manganese, Nitrogen, Phosphorus, Toxicity MUN,AGR,IND,PROC, GWR,REC1,REC2,WARM, WILD Not a RARE waterbody (approximately 1.0 miles from site) Santa Margarita River -Upper portion (HSA 2.22, 2.21) Phosphorus, Toxicity MUN,AGR,IND,REC1,REC 2,WARM,COLD,WILD, RARE RARE waterbody (approximately 3.0 miles from site) Santa Margarita River -Lower portion (HSA 2.13, 2.12, 2.11) Enterococcus, Fecal Coliform, Phosphorus, Total Nitrogen MUN,AGR,IND,PROC,REC 1,REC2,WARM,COLD, WILD,RARE RARE waterbody (approximately 18.0 miles from the site) Santa Margarita Lagoon (HSA 2.11) Eutrophic REC1,REC2,EST, WILD,RARE,MAR,MIGR, SPWN RARE waterbody (approximately 29.0 miles from the site) Pacific Ocean Not Listed on Region 9 List of Impairments IND,NAV,REC1,REC2, COMM,BIOL,WILD,RARE, MAR,AQUA,MIGR,SPWN, SHELL RARE waterbody (approximately 30.0 total miles from the site) Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-7 III. Pollutants of Concern Potential pollutants associated with Urban Runoff from the proposed project must be identified. Exhibit B of the WQMP provides brief descriptions of typical pollutants associated with Urban Runoff and a table that associates typical potential pollutants with types of development (land use). It should be noted that at the Co-Permittees discretion, the Co-Permittees may also accept updated studies from the California Association of Stormwater Quality Agencies (CASQA), USEPA, SWRCB and/or other commonly accepted agencies/associations acceptable to the Co-Permittee for determination of Pollutants of Concern associated with given land use. Additionally, in identifying Pollutants of Concern, the presence of legacy pesticides, nutrients, or hazardous substances in the site’s soils as a result of past uses and their potential for exposure to Urban Runoff must be addressed in project-specific WQMPs. The Co-Permittee Permittee may also require specific pollutants commonly associated with urban runoff to be addressed based on known problems in the watershed. The list of potential Urban Runoff pollutants identified for the project must be compared with the pollutants identified as causing an impairment of Receiving Waters, if any. To identify pollutants impairing proximate Receiving Waters, each project proponent preparing a project-specific WQMP shall, at a minimum, do the following: 1. For each of the proposed project discharge points, identify the proximate Receiving Water for each discharge point, using hydrologic unit basin numbers as identified in the most recent version of the Water Quality Control Plan for the Santa Ana River Basin or the San Diego Region. 2. Identify each proximate identified above that is listed on the most recent list of Clean Water Act Section 303(d) list of impaired water bodies, which can be found at website www.swrcb.ca.gov/tmdl/303d_lists.html. List all pollutants for which the proximate Receiving Waters are impaired. 3. Compare the list of pollutants for which the proximate Receiving Waters are impaired with the pollutants expected to be generated by the project. * Organic compounds and metals are not a potential pollutant for an attached residential development. Murrieta Creek is listed on the 2010 California 303(d) List of Water Quality Limited Segments as being impaired by Chlorpyrifos, Copper, Iron, Manganese, Nitrogen, Phosphorus, and Toxicity. As such, these pollutants are the Pollutants of Concern for this project. Based on review of past geotechnical documents/reports it has been concluded that no legacy pollutants are/were present. Rancho Vista Village Project Land Uses and Associated Pollutants POLLUTANTS POTENTIAL SOURCE 303 (d) LISTING Expected Potential Nutrients Landscaping Yes, phosphorus, nitrogen Pesticides Landscaping Yes, chlorpyrifos Sediment /Turbidity Roof-runoff, paved areas,parking lot, urbanization No Oxygen Demanding Substances Paved areas, parking lot, urbanization urbanization No Trash & Debris Paved areas, parking lot, urbanization No Bacteria & Viruses Landscaping, parking lot, urbanization No Oil & Greases Parking lot Yes, toxicity Attachment to Section III. Item #1. Addressed in Section II, Receiving Waters table. Item #2. Addressed in Section II, Receiving Waters table. Item #3. ‘Parking Lots’ will be used as the pollutant category for this WQMP. As such, the pollutants associated with parking lots are listed below. 1. * Organic compounds and metals are not a potential pollutant for an attached residential development. Pollutant of Concern: Murrieta Creek is listed on the 2010 California 303(d) List of Water Quality Limited Segments as being impaired by Chlorpyrifos, Copper, Iron, Manganese, Nitrogen, Phosphorus, and Toxicity. As such, these pollutants are the Pollutants of Concern for this project. Legacy Pollutants: None Mira Loma Apartments Project Land Uses and Associated Pollutants POLLUTANTS POTENTIAL SOURCE 303 (d) LISTING Expected Potential Nutrients Landscaping Yes, phosphorus, nitrogen Pesticides Landscaping Yes, chlorpyrifos Sediment /Turbidity Roof-runoff, paved areas,parking lot, urbanization No Oxygen Demanding Substances Paved areas, parking lot, urbanization No Trash & Debris Paved areas, parking lot, urbanization No Bacteria & Viruses Landscaping, parking lot, urbanization No Oil & Greases Parking lot Yes, toxicity Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-8 IV. Hydrologic Conditions of Concern Impacts to the hydrologic regime resulting from the Project may include increased runoff volume and velocity; reduced infiltration; increased flow frequency, duration, and peaks; faster time to reach peak flow; and water quality degradation. Under certain circumstances, changes could also result in the reduction in the amount of available sediment for transport; storm flows could fill this sediment-carrying capacity by eroding the downstream channel. These changes have the potential to permanently impact downstream channels and habitat integrity. A change to the hydrologic regime of a Project’s site would be considered a hydrologic condition of concern if the change would have a significant impact on downstream erosion compared to the pre-development condition or have significant impacts on stream habitat, alone or as part of a cumulative impact from development in the watershed. This project-specific WQMP must address the issue of Hydrologic Conditions of Concern unless one of the following conditions are met: Condition A: Runoff from the Project is discharged directly to a publicly-owned, operated and maintained MS4; the discharge is in full compliance with Co-Permittee requirements for connections and discharges to the MS4 (including both quality and quantity requirements); the discharge would not significantly impact stream habitat in proximate Receiving Waters; and the discharge is authorized by the Co-Permittee. Condition B: The project disturbs less than 1 acre. The disturbed area calculation should 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 minimizing impervious area on a site and incorporating other site-design concepts that mimic pre-development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the Co-Permittee. This Project meets the following condition: CONDITION ‘C’. The project is proposing numerous infiltration areas and an underground detention facility to mitigate the increase in runoff generated by the project. Supplemental information related to the detention facility, including sizing, is included in Appendix C. Supporting engineering studies, calculations, and reports are included in Appendix C. 2 year – 24 hour 10 year – 24 hour Precondition Post-condition Precondition Post-condition Discharge (cfs) 0.058 0.058 0.196 0.196 Velocity (fps) 4.5 FPS 2.5 FPS 4.8 FPS 2.9 FPS Volume (cubic feet) 1,522.4 10,923 2,637.8 13,265 Duration (minutes) 36.5 27.5 32.5 23.8 Attachment to Section IV. STORM EVENT 2-YEAR, 24-HOUR 10-YEAR, 24-HOUR 100-YEAR, 24-HOUR Predevelopment Postdevelopment Predevelopment Postdevelopment Predevelopment Postdevelopment Q (cfs) 0.058 0.058 0.196 0.196 1.056 1.056 Velocity (ft/sec) 4.5 2.5 4.8 2.9 4.2 3.2 Volume (acre-feet) 0.0349 0.251 0.0606 0.304 0.3609 0.423 Duration (minutes) 36.5 27.5 32.5 23.8 29.7 21.1 Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-9 V. Best Management Practices V.1 SITE DESIGN BMPS Project proponents shall implement Site Design concepts that achieve each of the following: 1) Minimize Urban Runoff 2) Minimize Impervious Footprint 3) Conserve Natural Areas 4) Minimize Directly Connected Impervious Areas (DCIAs) The project proponent should identify the specific BMPs implemented to achieve each Site Design concept and provide a brief explanation for those Site Design concepts considered not applicable. Instructions: In field below, provide narrative describing which site design concepts were incorporated into project plans. If the project proponent implements a Co-Permittee approved alternative or equally-effective Site Design BMP not specifically described below, the Site Design BMP checkbox in Table I should be marked and an additional description indicating the nature of the BMP and how it addresses the Site Design concept should be provided. Continue with completion of Table 1. Note: The Co-Permittees general plan or other land use regulations/documents may require several measures that are effectively site design BMPs (such as minimization of directly connected impervious areas and/or setbacks from natural stream courses). The Project Proponent should work with Co-Permittee staff to determine if those requirements may be interpreted as site design BMPs for use in this table/narrative. See Section 4.5.1 of the WQMP for additional guidance on Site Design BMPs. Following Table 1: if a particular Site Design BMP concept is found to be not applicable, please provide a brief explanation as to why the concept cannot be implemented. Also include descriptions explaining how each included BMP will be implemented. In those areas where Site Design BMPs require ongoing maintenance, the inspection and maintenance frequency, the inspection criteria, and the entity or party responsible for implementation, maintenance, and/or inspection shall be described. The location of each Site Design BMP must also be shown on the WQMP Site Plan included in Appendix B. This project shall implement various techniques to minimize urban runoff. Specifically, there are nine (9) bioretention basins, four (4) areas designated for porous pavement that are designed with the intent to treat and filter the pollutants of concern. Runoff from the majority of rooftops will be drained into adjacent landscape areas and treated in the bio-retention basins. Overflow will then be discharged into the impervious roadways/hard-scape areas (please refer to WQ-1 within Appendix B). Excess runoff generated from the landscape slope area along the south-westerly perimeter of the project, designated as Area “F” in the WQ-1 exhibit, shall be collected in a pipe at the toe of slope and discharged directly into the adjacent creek such that no water quality mitigation shall be required for this Area “F”. Area “A” runoff shall be conveyed along the parkway gutter within the subarea and shall be treated within its bio-retention retention basin. Sub-areas “A2 thru A5” shall collect roof runoff from adjacent buildings and treat the constituents of concern within their respective bio-retention basins. Sub-Area “A1” shall collect parkway runoff within porous pavement areas located along the length of the parking stalls. Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-10 Table 1. Site Design BMPs Included Design Concept Technique Specific BMP Yes No N/A Site Design Concept 1 Minimize Urban Runoff Maximize the permeable area (See Section 4.5.1 of the WQMP). Incorporate landscaped buffer areas between sidewalks and streets. Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. Use natural drainage systems. Where soils conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration. Construct onsite ponding areas or retention facilities to increase opportunities for infiltration consistent with vector control objectives. Other comparable and equally effective site design concepts as approved by the Co-Permittee (Note: Additional narrative required to describe BMP and how it addresses Site Design concept). Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-11 Table 1. Site Design BMPs (Cont.) Included Design Concept Technique Specific BMP Yes No N/A Site Design Concept 2 Minimize Impervious Footprint Maximize the permeable area (See Section 4.5.1 of the WQMP). Construct walkways, trails, patios, overflow parking lots, 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. Construct streets, sidewalks and parking lot aisles to the minimum widths necessary, provided that public safety and a walk able environment for pedestrians are not compromised. Reduce widths of street where off-street parking is available. Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design. Site Design Concept 3 Conserve Natural Areas Other comparable and equally effective site design concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). Conserve natural areas (See WQMP Section 4.5.1). Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. Use natural drainage systems. Other comparable and equally effective site design concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-12 Table 1. Site Design BMPs (Cont.) Included Design Concept Technique Specific BMP Yes No N/A Site Design Concept 4 Minimize Directly Connected Impervious Areas (DCIAs) Residential and commercial sites must be designed to contain and infiltrate roof runoff, or direct roof runoff to vegetative swales or buffer areas, where feasible. Where landscaping is proposed, drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping. Increase the use of vegetated drainage swales in lieu of underground piping or imperviously lined swales. Rural swale system: street sheet flows to vegetated swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings. Urban curb/swale system: street slopes to curb; periodic swale inlets drain to vegetated swale/biofilter. 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. Design driveways with shared access, flared (single lane at street) or wheel strips (paving only under tires); or, drain into landscaping prior to discharging to the MS4. Uncovered temporary or guest parking on private residential lots may be paved with a permeable surface, or designed to drain into landscaping prior to discharging to the MS4. Where landscaping is proposed in parking areas, incorporate landscape areas into the drainage design. Overflow parking (parking stalls provided in excess of the Co-Permittee’s minimum parking requirements) may be constructed with permeable paving. Other comparable and equally effective design concepts as approved by the Co-Permittee (Note: Additional narrative required describing BMP and how it addresses Site Design concept). Non-applicable Site Design BMPs: Existing vegetation/natural trees cannot be preserved within the developable area of the project. However, the adjacent creek shall remain undisturbed. Street widths are at the minimum fire code requirement. There is no overflow parking within the project. No rural swale system is possible for this project type. Due to the parking requirements, shared driveways are not possible. Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-13 Project Site Design BMPs: The project is proposing to maximize, as much as possible under the current development plan, the permeable areas by the inclusion of landscape common areas in between building areas, adjacent to the Rancho Vista Road and Mira Loma Drive, and 9 bio-retention basins, 4 designated areas for porous pavement. Along with these permeable areas, rooftop runoff from the majority of the apartment buildings shall drain into permeable areas so as to minimize roof runoff. All water quality BMP features are being implemented with the intent to retain the pollutants of concern and infiltrate the first flush. Within the project, we are keeping all access roads at the required minimum fire code width to minimize the impervious areas throughout the project. Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-14 V.2 SOURCE CONTROL BMPS Instructions: Complete Table 2. Table 2. Source Control BMPs BMP Name Check One If not applicable, state Included Not brief reason Applicable Non-Structural Source Control BMPs Education for Property Owners, Operators, Tenants, Occupants, or Employees Activity Restrictions Irrigation System and Landscape Maintenance Common Area Litter Control Street Sweeping Private Streets and Parking Lots Drainage Facility Inspection and Maintenance Structural Source Control BMPs MS4 Stenciling and Signage Private storm drain Landscape and Irrigation System Design Protect Slopes and Channels Provide Community Car Wash Racks Not provided Properly Design: Fueling Areas Not provided Air/Water Supply Area Drainage Not provided Trash Storage Areas Loading Docks Not provided Maintenance Bays ” Vehicle and Equipment Wash Areas ” Outdoor Material Storage Areas ” Outdoor Work Areas or Processing Areas ” Provide Wash Water Controls for Food Preparation Areas ” Instructions: Provide narrative below describing how each included BMP will be implemented, the implementation frequency, inspection and maintenance frequency, inspection criteria, and the entity or party responsible for implementation, maintenance, and/or inspection. The location of each structural BMP must also be shown on the WQMP Site Plan included in Appendix B. The above included source control BMP’s will be enforced with the following techniques: CC&R’s for HOA, tenants and occupants, an approved landscape and irrigation plan to identify pervious areas to be landscaped and irrigated. Inspection and maintenance frequencies for the BMP’s shall be monthly for bio-retention basins or after every storm event and quarterly for porous pavement areas. Inspections shall be performed before the beginning of each wet season to ensure debris or loose materials are not clogging the basins. Appendix D includes copies of the educational materials that will be used in implementing this project-specific WQMP. Water Quality Management Plan (WQMP) Rancho Vista Village 951-296-3930 A-15 V.3 TREATMENT CONTROL BMPS Instructions: 1. Provide narrative below describing each Treatment Control BMP. Include location, identify the sizing criteria [i.e., Urban Runoff quality design flow (QBMP) or the Urban Runoff quality design volume (VBMP), preliminary design calculations, for sizing BMPs, maintenance procedures, and the frequency of maintenance procedures necessary to sustain BMP effectiveness. The location of each Treatment Control BMP must also be shown on the Site Plan included in Appendix B. 2. Complete Table 3: Treatment Control BMP Selection Matrix Directions for completing Table 3: For each pollutant of concern enter "yes" if identified using Exhibit B (Riverside County WQMP -General Categories of Pollutants of Concern per the instructions specified in Section III of this Template), or "no" if not identified for the project. Check the boxes of selected BMPs that will be implemented for the project to address each pollutant of concern from the project as identified using Exhibit B. Treatment Control BMPs must be selected and installed with respect to identified pollutant characteristics and concentrations that will be discharged from the site. For any identified pollutants of concern not listed in the Treatment Control BMP Selection Matrix, provide an explanation (in space below) of how they will be addressed by Treatment Control BMPs. 3. In addition to completing Table 3, provide detailed descriptions on the location, implementation, installation, and long-term O&M of planned Treatment Control BMPs. For identified pollutants of concern that are causing an impairment in receiving waters, the project WQMP shall incorporate one or more Treatment Control BMPs of medium or high effectiveness in reducing those pollutants. It is the responsibility of the project proponent to demonstrate, and document in the project WQMP, that all pollutants of concern will be fully addressed. The Agency may require information beyond the minimum requirements of this WQMP to demonstrate that adequate pollutant treatment is being accomplished. Supporting engineering calculations for QBMP and/or VBMP, and Treatment Control BMP design details are included in Appendix F. Note: Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, Porous Pavement) must include a copy of the property/project soils report as Appendix E to the project-specific WQMP. The selection of a Treatment Control BMP (or BMPs) for the project must specifically consider the effectiveness of the Treatment Control BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff. Nine porous bio-retention basins and four areas designated for porous pavement have been designed as shown on the WQMP Site Plan, which will mitigate the pollutants of concern for this specific project. Please refer to the treatment control BMP calculations for information on the sizing of these facilities. These BMPs will capture the tributary low-flow runoff including roof drainage and street emanating from the site. A control structure will be implemented which will convey the Q-100 flow-rate. Calculations are included in Appendix F which support the sizing of the systems. Details related to the structural design, dimensions, materials and related design features shall be provided at the final WQMP stage. Please refer to site plan for location, typical section and designation of BMPs. Water Quality Management Plan (WQMP) Rancho Vista Village 1-14-12 A-16 Table 3: Treatment Control BMP Selection Matrix (1) Pollutant of Concern Treatment Control BMP Categories(2) Veg. Swale & Veg. Filter Strips(3) Detention Basins(4) Infiltration Basins, Infiltration Trenches, & Porous Pavement(5) Wet Ponds or Wetlands(6) Sand Filter or Media Filters Water Quality Inlets Hydrodynamic Separator Systems (7) Manufactured /Proprietary Devices(8) Sediment/Turbidity H/M M H/M H/M H/M L H/M (L for turbidity) U Y N Nutrients L M H/M H/M L/M L L U Y N Organic Compounds U U U U H/M L L U Y N Trash & Debris L M U U H/M M H/M U Y N Oxygen Demanding Substances L M H/M H/M H/M L L U Y N Bacteria & Viruses U U H/M U H/M L L U Y N Oils & Grease H/M M U U H/M M L/M U Y N Pesticides (non-soil bound) U U U U U L L U Y N Metals H/M M H H H L L U Y N Water Quality Management Plan (WQMP) Rancho Vista Village A-17 Abbreviations: L: Low removal efficiency H/M: High or medium removal efficiency U: Unknown removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Project applicants should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project applicants may also wish to reference the California Stormwater BMP Handbook – New Development and Redevelopment (www.cabmphandbooks .com). The Handbook contains additional information on BMP operation and maintenance. (3) Includes grass swales, grass strips, wetland vegetation swales, and bioretention. (4) Includes extended/dry detention basins with grass lining and extended/dry detention basins with impervious lining. Effectiveness based upon minimum 36-48-hour drawdown time. (5) Projects that will utilize infiltration-based Treatment Control BMPs (e.g., Infiltration Basins, Infiltration Trenches, Porous Pavement, etc.) must include a copy of the property/project soils report as Appendix E to the project-specific WQMP. The selection of a Treatment Control BMP (or BMPs) for the project must specifically consider the effectiveness of the Treatment Control BMP for pollutants identified as causing an impairment of Receiving Waters to which the project will discharge Urban Runoff. (6) Includes permanent pool wet ponds and constructed wetlands. (7) Also known as hydrodynamic devices, baffle boxes, swirl concentrators, or cyclone separators. (8) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP, or newly developed/emerging stormwater treatment technologies. Water Quality Management Plan (WQMP) Rancho Vista Village A-18 V.4 EQUIVALENT TREATMENT CONTROL ALTERNATIVES Not Applicable. V.5 REGIONALLY-BASED TREATMENT CONTROL BMPS Not Applicable. Water Quality Management Plan (WQMP) Rancho Vista Village A-19 VI. Operation and Maintenance Responsibility for Treatment Control BMPs Operation and maintenance (O&M) requirements for all structural Source Control and Treatment Control BMPs shall be identified in the project-specific WQMP. The project-specific WQMP shall address the following: Identification of each BMP that requires O&M. Thorough description of O&M activities, the O&M process, and the handling and placement of any wastes. BMP start-up dates. Schedule of the frequency of O&M for each BMP. Identification of the parties (name, address, and telephone number) responsible for O&M, including a written agreement with the entities responsible for O&M. This agreement can take the form of a Covenant and Agreement recorded by the Project Proponent with the County Recorder, HOA or POA CC&Rs, formation of a maintenance district or assessment district or other instrument sufficient to guarantee perpetual O&M. The preparer of this project-specific WQMP should carefully review Section 4.6 of the WQMP prior to completing this section of the project-specific WQMP. Self-inspections and record-keeping requirements for BMPs (review local specific requirements regarding self-inspections and/or annual reporting), including identification of responsible parties for inspection and record-keeping. Thorough descriptions of water quality monitoring, if required by the Co-Permittee. Instructions: Identify below all operations and maintenance requirements, as described above, for each structural BMP. Where a public agency is identified as the funding source and responsible party for a Treatment Control BMP, a copy of the written agreement stating the public agency’s acceptance of these responsibilities must be provided in Appendix G. Operation and Maintenance for the structural BMP’s will be implemented by the homeowners association of the project. The storm drain facilities within the project, will be maintained by the HOA. O&M activities will consist of inspection of slopes and landscaping to avoid erosion, inspection of functionality of system and/or failure, cleaning of waste/debris which may potentially lead to clogging of facilities that discharge freely to the receiving waters and open areas, and proper disposal of waste/debris into appropriately labeled waste container for refuse (trash enclosure/dumpster). BMP start dates will begin upon completion of construction, which is not known at this time. Frequency of O&M will be stated within the CC&R’s. However, O&M should be performed regularly as to ensure proper functionality of BMP’s. Schedule of O&M activities should be performed at a minimum once per month. Mira Loma Recovery, LLC is the applicant of this project and will be implementing these techniques. Attachment to Section VI. Structural Treatment BMPs Quantity Capital Costs ($) Annual O&M Costs ($) Start-Up Dates O&M Frequency (weekly/monthly/quarterly) Responsible Funding Party for installation Responsible Funding Party for Long-Term O&M Bio-retention basin 9 100,000 1,125 Prior to Occupancy Monthly Owner Owner Porous pavement 4 40,000 200 Prior to Occupancy Quarterly Owner Owner Water Quality Management Plan (WQMP) Rancho Vista Village A-20 VII. Funding A funding source or sources for the O&M of each Treatment Control BMP identified in the project-specific WQMP must be identified. By certifying the project-specific WQMP, the Project applicant is certifying that the funding responsibilities have been addressed and will be transferred to future owners. One example of how to adhere to the requirement to transfer O&M responsibilities is to record the project-specific WQMP against the title to the property. Mira Loma Recovery, LLC, the applicant, will enforce methods to fund the O&M of the project site. Upon transfer or sale of the property, the new owner shall be responsible for updating all records pertaining to the funding procedures. Water Quality Management Plan (WQMP) Rancho Vista Village 1-14-12 Appendix B Vicinity Map, WQMP Site Plan, and Receiving Waters Map VICINITY MAP NOT TO SCALE TOWNSHIP 8 SOUTH, RANGE 3 WEST, SECTION 1 Rancho Vista Road Mira Loma Drive Rancho California Road Ynez Road Ynez Road Pauba Road Front Street Front Street Project Location 0 30' Scale: 1"=30 60' 120' REC AREA: CLUB HOUSE, LAP POOL, BARBECUE TUBULAR STEEL FENCE MIRA LOMA DRIVE RANCHO VISTA ROAD PICNIC AREAS WATER COURSE PICNIC AREA TOT LOT PRIMARY ENTRY W/ENHANCED PAVING BASIN PRIMARY MONUMENT 12.18.2012 RANCHO VISTA VILLAGE OVERALL SITE PLAN SHEET 1 OF 3 STREET SECTION -SEE SHEET 2 WINCHESTER MARGARITA ROAD RD. RANCHO LA SERENA WAY BUTTERFIELD STAGE ROAD WALCOTT LN. MARGARITA RD. CALIFORNIA ROAD NICOLAS RD. MEADOWS PKWY RANCHO VISTA TEMECULA PARKWAY /79 SOUTHROAD MIRA LOMA NOTES: 1) PERMANENT AUTOMATIC IRRIGATION SYSTEMS SHALL BE INSTALLED ON ALL LANDSCAPED AREAS REQUIRING IRRIGATION. LOW WATER USE SYSTEMS SHALL BE IMPLEMENTED. IRRIGATION SYSTEM SHALL BE DESIGNED TO PREVENT OVER SPRAY ONTO WALKWAYS, PARKING AREAS, BUILDINGS AND FENCES. 2) ALL TREES SHALL BE MINIMUM DOUBLE-STAKED. WEAKER AND/OR SLOW-GROWING TREES SHALL BE STEEL-STAKED. 3) SLOPE BANKS FIVE FEET OR GREATER IN VERTICAL HEIGHT WITH SLOPES GREATER THAN OR EQUAL TO 3:1 TO BE LANDSCAPED AT A MINIMUM WITH AN APPROPRIATE GROUND COVER, ONE 15-GALLON OR LARGER SIZE TREE PER 600 SQUARE FEET OF SLOPE AREA, AND ONE 1-GALLON OR LARGER SHRUB FOR EACH 100 SQUARE FEET OF SLOPE AREA. SLOPE BANKS IN EXCESS OF EIGHT FEET IN VERTICAL HEIGHT WITH SLOPES GREATER OR EQUAL TO 2:1 SHALL ALSO BE PROVIDED WITH ONE 5-GALLON OR LARGER TREE PER 1,000 SQUARE FEET OF SLOPE AREA IN ADDITION TO THE ABOVE REQUIREMENTS. 4) ALL LANDSCAPE AREAS SHALL RECEIVE 3" DEPTH SHREDDED BARK MULCH 5) ALL UTILITIES SHALL BE SCREENED WITH APPROPRIATE PLANT MATERIAL 6) ALL PARKWAYS, LANDSCAPING, FENCING AND ON-SITE LIGHTING SHALL BE MAINTAINED BY THE PROPERTY OWNER. 7) ALL IRRIGATED AREAS TO HAVE MOISTURE SENSORS INSTALLED TO ENSURE PLANT MATERIAL SURVIVAL. 8) A COMBINATION OF TREES, SHRUBS, AND GROUND COVER SHALL BE INCORPORATED INTO LANDSCAPING PLANS. MINIMUM SIZES ARE AS FOLLOWS: � � 9) DRIP SYSTEMS SHOULD BE USED IN ALL AREAS EXCEPT TURF IRRIGATION AND SMALL ORNAMENTAL PLANTING. 10) NATIVE AND DROUGHT TOLERANT PLANTS WILL BE INCORPORATED WHEREVER POSSIBLE. 11) THE APPLICANT INSURES THAT MATURE PLANTINGS WILL NOT INTERFERE WITH UTILITIES, ADJACENT SITE, EXISTING STRUCTURES AND TRAFFIC SIGHT LINES. 12) THIS PLAN IS IN CONFORMANCE WITH THE CITY OF TEMECULA DEVELOPMENT CODE AND DESIGN GUIDELINES AND SHALL BE USED IN CONJUNCTION WITH THE CITY OF TEMECULA'S CITY-WIDE DESIGN GUIDELINES FOR LANDSCAPING. ROAD SECTION -SEE SHEET 2 TRASH ENCLOSURE PEDESTRIAN ACCESS TO RANCHO VISTA ROAD DRAINAGE DITCH BIO-SWALE DRIVEWAY EASEMENT SPLITFACE BLOCK PILASTER @MAIN CORNERS, COLOR TO BE 'TAN' TUBULAR STEEL POST @8'-0" O.C. MAX. TUBULAR STEEL PICKETS 123 P.I.P. CONCRETE PILASTER CAP FINISH GRADE 45 532 5' TUBULAR STEEL POOL FENCE SCALE: 12" = 1'-0" 3 RAIL VINYL FENCE 3 RAIL VINYL FENCE SIGHT LINE SIGHT LINE 18" CONCRETE STEP OFF TYPICAL ALL PARKING STALLS ADJACENT TO PLANTERS VINYL POST VINYL RAILING FINISH GRADE 123 8' O.C. MAX 3 RAIL VINYL FENCE SCALE: 12" = 1'-0" PARKING POLE LIGHTS LIGHT BOLLARD PEDESTRIAN POLE LIGHT SITE Water Quality Management Plan (WQMP) Rancho Vista Village 1-14-12 Appendix C Supporting Detail Related to Hydraulic Conditions of Concern U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2008, Version 8.1 Study date 02/02/12 File: mlpre242.out +++++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++ ------------------------------------------------------------------------Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date -April 1978 Program License Serial Number 5009 ---------------------------------------------------------------------English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 2-YEAR, 24-HOUR STORM EVENT [PRE-DEVELOPED CONDITION] --------------------------------------------------------------------------------------------------------------------- --------------------Drainage Area = 2.33(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.33(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 832.00(Ft.) Length along longest watercourse measured to centroid = 411.00(Ft.) Length along longest watercourse = 0.158 Mi. Length along longest watercourse measured to centroid = 0.078 Mi. Difference in elevation = 14.00(Ft.) Slope along watercourse = 88.8462 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.058 Hr. Lag time = 3.46 Min. 25% of lag time = 0.86 Min. 40% of lag time = 1.38 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 1.80 4.19 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 4.50 10.48 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.330 69.00 0.030 Total Area Entered = 2.33(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 69.0 49.8 0.574 0.030 0.558 1.000 0.558 Sum (F) = 0.558 Area averaged mean soil loss (F) (In/Hr) = 0.558 Minimum soil loss rate ((In/Hr)) = 0.279 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------- ------------------------------------------U n i t H y d r o g r a p h VALLEY S-Curve --------------------------------------------------------------------Unit Hydrograph Data ---------------------------------------------------------------------Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -------------------------------------------------- -------------------1 0.083 144.552 31.834 0.748 2 0.167 289.103 47.399 1.113 3 0.250 433.655 11.511 0.270 4 0.333 578.206 5.052 0.119 5 0.417 722.758 2.631 0.062 6 0.500 867.309 1.573 0.037 Sum = 100.000 Sum= 2.348 -----------------------------------------------------------------------The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.014 ( 0.990) 0.013 0.001 2 0.17 0.07 0.014 ( 0.986) 0.013 0.001 3 0.25 0.07 0.014 ( 0.982) 0.013 0.001 4 0.33 0.10 0.022 ( 0.979) 0.019 0.002 5 0.42 0.10 0.022 ( 0.975) 0.019 0.002 6 0.50 0.10 0.022 ( 0.971) 0.019 0.002 7 0.58 0.10 0.022 ( 0.967) 0.019 0.002 8 0.67 0.10 0.022 ( 0.963) 0.019 0.002 9 0.75 0.10 0.022 ( 0.960) 0.019 0.002 10 0.83 0.13 0.029 ( 0.956) 0.026 0.003 11 0.92 0.13 0.029 ( 0.952) 0.026 0.003 12 1.00 0.13 0.029 ( 0.948) 0.026 0.003 13 1.08 0.10 0.022 ( 0.945) 0.019 0.002 14 1.17 0.10 0.022 ( 0.941) 0.019 0.002 15 1.25 0.10 0.022 ( 0.937) 0.019 0.002 16 1.33 0.10 0.022 ( 0.933) 0.019 0.002 17 1.42 0.10 0.022 ( 0.930) 0.019 0.002 18 1.50 0.10 0.022 ( 0.926) 0.019 0.002 19 1.58 0.10 0.022 ( 0.922) 0.019 0.002 20 1.67 0.10 0.022 ( 0.919) 0.019 0.002 21 1.75 0.10 0.022 ( 0.915) 0.019 0.002 22 1.83 0.13 0.029 ( 0.911) 0.026 0.003 23 1.92 0.13 0.029 ( 0.907) 0.026 0.003 24 2.00 0.13 0.029 ( 0.904) 0.026 0.003 25 2.08 0.13 0.029 ( 0.900) 0.026 0.003 26 2.17 0.13 0.029 ( 0.897) 0.026 0.003 27 2.25 0.13 0.029 ( 0.893) 0.026 0.003 28 2.33 0.13 0.029 ( 0.889) 0.026 0.003 29 2.42 0.13 0.029 ( 0.886) 0.026 0.003 30 2.50 0.13 0.029 ( 0.882) 0.026 0.003 31 2.58 0.17 0.036 ( 0.878) 0.032 0.004 32 2.67 0.17 0.036 ( 0.875) 0.032 0.004 33 2.75 0.17 0.036 ( 0.871) 0.032 0.004 34 2.83 0.17 0.036 ( 0.868) 0.032 0.004 35 2.92 0.17 0.036 ( 0.864) 0.032 0.004 36 3.00 0.17 0.036 ( 0.860) 0.032 0.004 37 3.08 0.17 0.036 ( 0.857) 0.032 0.004 38 3.17 0.17 0.036 ( 0.853) 0.032 0.004 39 3.25 0.17 0.036 ( 0.850) 0.032 0.004 40 3.33 0.17 0.036 ( 0.846) 0.032 0.004 41 3.42 0.17 0.036 ( 0.843) 0.032 0.004 42 3.50 0.17 0.036 ( 0.839) 0.032 0.004 43 3.58 0.17 0.036 ( 0.836) 0.032 0.004 44 3.67 0.17 0.036 ( 0.832) 0.032 0.004 45 3.75 0.17 0.036 ( 0.829) 0.032 0.004 46 3.83 0.20 0.043 ( 0.825) 0.039 0.004 47 3.92 0.20 0.043 ( 0.822) 0.039 0.004 48 4.00 0.20 0.043 ( 0.818) 0.039 0.004 49 4.08 0.20 0.043 ( 0.815) 0.039 0.004 50 4.17 0.20 0.043 ( 0.811) 0.039 0.004 51 4.25 0.20 0.043 ( 0.808) 0.039 0.004 52 4.33 0.23 0.050 ( 0.804) 0.045 0.005 53 4.42 0.23 0.050 ( 0.801) 0.045 0.005 54 4.50 0.23 0.050 ( 0.798) 0.045 0.005 55 4.58 0.23 0.050 ( 0.794) 0.045 0.005 56 4.67 0.23 0.050 ( 0.791) 0.045 0.005 57 4.75 0.23 0.050 ( 0.787) 0.045 0.005 58 4.83 0.27 0.058 ( 0.784) 0.052 0.006 59 4.92 0.27 0.058 ( 0.780) 0.052 0.006 60 5.00 0.27 0.058 ( 0.777) 0.052 0.006 61 5.08 0.20 0.043 ( 0.774) 0.039 0.004 62 5.17 0.20 0.043 ( 0.770) 0.039 0.004 63 5.25 0.20 0.043 ( 0.767) 0.039 0.004 64 5.33 0.23 0.050 ( 0.764) 0.045 0.005 65 5.42 0.23 0.050 ( 0.760) 0.045 0.005 66 5.50 0.23 0.050 ( 0.757) 0.045 0.005 67 5.58 0.27 0.058 ( 0.754) 0.052 0.006 68 5.67 0.27 0.058 ( 0.750) 0.052 0.006 69 5.75 0.27 0.058 ( 0.747) 0.052 0.006 70 5.83 0.27 0.058 ( 0.744) 0.052 0.006 71 5.92 0.27 0.058 ( 0.740) 0.052 0.006 72 6.00 0.27 0.058 ( 0.737) 0.052 0.006 73 6.08 0.30 0.065 ( 0.734) 0.058 0.006 74 6.17 0.30 0.065 ( 0.731) 0.058 0.006 75 6.25 0.30 0.065 ( 0.727) 0.058 0.006 76 6.33 0.30 0.065 ( 0.724) 0.058 0.006 77 6.42 0.30 0.065 ( 0.721) 0.058 0.006 78 6.50 0.30 0.065 ( 0.718) 0.058 0.006 79 6.58 0.33 0.072 ( 0.714) 0.065 0.007 80 6.67 0.33 0.072 ( 0.711) 0.065 0.007 81 6.75 0.33 0.072 ( 0.708) 0.065 0.007 82 6.83 0.33 0.072 ( 0.705) 0.065 0.007 83 6.92 0.33 0.072 ( 0.702) 0.065 0.007 84 7.00 0.33 0.072 ( 0.698) 0.065 0.007 85 7.08 0.33 0.072 ( 0.695) 0.065 0.007 86 7.17 0.33 0.072 ( 0.692) 0.065 0.007 87 7.25 0.33 0.072 ( 0.689) 0.065 0.007 88 7.33 0.37 0.079 ( 0.686) 0.071 0.008 89 7.42 0.37 0.079 ( 0.683) 0.071 0.008 90 7.50 0.37 0.079 ( 0.680) 0.071 0.008 91 7.58 0.40 0.086 ( 0.676) 0.078 0.009 92 7.67 0.40 0.086 ( 0.673) 0.078 0.009 93 7.75 0.40 0.086 ( 0.670) 0.078 0.009 94 7.83 0.43 0.094 ( 0.667) 0.084 0.009 95 7.92 0.43 0.094 ( 0.664) 0.084 0.009 96 8.00 0.43 0.094 ( 0.661) 0.084 0.009 97 8.08 0.50 0.108 ( 0.658) 0.097 0.011 98 8.17 0.50 0.108 ( 0.655) 0.097 0.011 99 8.25 0.50 0.108 ( 0.652) 0.097 0.011 100 8.33 0.50 0.108 ( 0.649) 0.097 0.011 101 8.42 0.50 0.108 ( 0.646) 0.097 0.011 102 8.50 0.50 0.108 ( 0.643) 0.097 0.011 103 8.58 0.53 0.115 ( 0.640) 0.104 0.012 104 8.67 0.53 0.115 ( 0.637) 0.104 0.012 105 8.75 0.53 0.115 ( 0.634) 0.104 0.012 106 8.83 0.57 0.122 ( 0.631) 0.110 0.012 107 8.92 0.57 0.122 ( 0.628) 0.110 0.012 108 9.00 0.57 0.122 ( 0.625) 0.110 0.012 109 9.08 0.63 0.137 ( 0.622) 0.123 0.014 110 9.17 0.63 0.137 ( 0.619) 0.123 0.014 111 9.25 0.63 0.137 ( 0.616) 0.123 0.014 112 9.33 0.67 0.144 ( 0.613) 0.130 0.014 113 9.42 0.67 0.144 ( 0.610) 0.130 0.014 114 9.50 0.67 0.144 ( 0.607) 0.130 0.014 115 9.58 0.70 0.151 ( 0.604) 0.136 0.015 116 9.67 0.70 0.151 ( 0.601) 0.136 0.015 117 9.75 0.70 0.151 ( 0.598) 0.136 0.015 118 9.83 0.73 0.158 ( 0.595) 0.143 0.016 119 9.92 0.73 0.158 ( 0.593) 0.143 0.016 120 10.00 0.73 0.158 ( 0.590) 0.143 0.016 121 10.08 0.50 0.108 ( 0.587) 0.097 0.011 122 10.17 0.50 0.108 ( 0.584) 0.097 0.011 123 10.25 0.50 0.108 ( 0.581) 0.097 0.011 124 10.33 0.50 0.108 ( 0.578) 0.097 0.011 125 10.42 0.50 0.108 ( 0.576) 0.097 0.011 126 10.50 0.50 0.108 ( 0.573) 0.097 0.011 127 10.58 0.67 0.144 ( 0.570) 0.130 0.014 128 10.67 0.67 0.144 ( 0.567) 0.130 0.014 129 10.75 0.67 0.144 ( 0.564) 0.130 0.014 130 10.83 0.67 0.144 ( 0.562) 0.130 0.014 131 10.92 0.67 0.144 ( 0.559) 0.130 0.014 132 11.00 0.67 0.144 ( 0.556) 0.130 0.014 133 11.08 0.63 0.137 ( 0.553) 0.123 0.014 134 11.17 0.63 0.137 ( 0.551) 0.123 0.014 135 11.25 0.63 0.137 ( 0.548) 0.123 0.014 136 11.33 0.63 0.137 ( 0.545) 0.123 0.014 137 11.42 0.63 0.137 ( 0.543) 0.123 0.014 138 11.50 0.63 0.137 ( 0.540) 0.123 0.014 139 11.58 0.57 0.122 ( 0.537) 0.110 0.012 140 11.67 0.57 0.122 ( 0.535) 0.110 0.012 141 11.75 0.57 0.122 ( 0.532) 0.110 0.012 142 11.83 0.60 0.130 ( 0.529) 0.117 0.013 143 11.92 0.60 0.130 ( 0.527) 0.117 0.013 144 12.00 0.60 0.130 ( 0.524) 0.117 0.013 145 12.08 0.83 0.180 ( 0.521) 0.162 0.018 146 12.17 0.83 0.180 ( 0.519) 0.162 0.018 147 12.25 0.83 0.180 ( 0.516) 0.162 0.018 148 12.33 0.87 0.187 ( 0.514) 0.168 0.019 149 12.42 0.87 0.187 ( 0.511) 0.168 0.019 150 12.50 0.87 0.187 ( 0.508) 0.168 0.019 151 12.58 0.93 0.202 ( 0.506) 0.181 0.020 152 12.67 0.93 0.202 ( 0.503) 0.181 0.020 153 12.75 0.93 0.202 ( 0.501) 0.181 0.020 154 12.83 0.97 0.209 ( 0.498) 0.188 0.021 155 12.92 0.97 0.209 ( 0.496) 0.188 0.021 156 13.00 0.97 0.209 ( 0.493) 0.188 0.021 157 13.08 1.13 0.245 ( 0.491) 0.220 0.024 158 13.17 1.13 0.245 ( 0.488) 0.220 0.024 159 13.25 1.13 0.245 ( 0.486) 0.220 0.024 160 13.33 1.13 0.245 ( 0.483) 0.220 0.024 161 13.42 1.13 0.245 ( 0.481) 0.220 0.024 162 13.50 1.13 0.245 ( 0.478) 0.220 0.024 163 13.58 0.77 0.166 ( 0.476) 0.149 0.017 164 13.67 0.77 0.166 ( 0.473) 0.149 0.017 165 13.75 0.77 0.166 ( 0.471) 0.149 0.017 166 13.83 0.77 0.166 ( 0.469) 0.149 0.017 167 13.92 0.77 0.166 ( 0.466) 0.149 0.017 168 14.00 0.77 0.166 ( 0.464) 0.149 0.017 169 14.08 0.90 0.194 ( 0.462) 0.175 0.019 170 14.17 0.90 0.194 ( 0.459) 0.175 0.019 171 14.25 0.90 0.194 ( 0.457) 0.175 0.019 172 14.33 0.87 0.87 0.187 ( 0.454) 0.168 0.019 173 14.42 0.87 0.187 ( 0.452) 0.168 0.019 174 14.50 0.87 0.187 ( 0.450) 0.168 0.019 175 14.58 0.87 0.187 ( 0.448) 0.168 0.019 176 14.67 0.87 0.187 ( 0.445) 0.168 0.019 177 14.75 0.87 0.187 ( 0.443) 0.168 0.019 178 14.83 0.83 0.180 ( 0.441) 0.162 0.018 179 14.92 0.83 0.180 ( 0.438) 0.162 0.018 180 15.00 0.83 0.180 ( 0.436) 0.162 0.018 181 15.08 0.80 0.173 ( 0.434) 0.156 0.017 182 15.17 0.80 0.173 ( 0.432) 0.156 0.017 183 15.25 0.80 0.173 ( 0.430) 0.156 0.017 184 15.33 0.77 0.166 ( 0.427) 0.149 0.017 185 15.42 0.77 0.166 ( 0.425) 0.149 0.017 186 15.50 0.77 0.166 ( 0.423) 0.149 0.017 187 15.58 0.63 0.137 ( 0.421) 0.123 0.014 188 15.67 0.63 0.137 ( 0.419) 0.123 0.014 189 15.75 0.63 0.137 ( 0.416) 0.123 0.014 190 15.83 0.63 0.137 ( 0.414) 0.123 0.014 191 15.92 0.63 0.137 ( 0.412) 0.123 0.014 192 16.00 0.63 0.137 ( 0.410) 0.123 0.014 193 16.08 0.13 0.029 ( 0.408) 0.026 0.003 194 16.17 0.13 0.029 ( 0.406) 0.026 0.003 195 16.25 0.13 0.029 ( 0.404) 0.026 0.003 196 16.33 0.13 0.029 ( 0.402) 0.026 0.003 197 16.42 0.13 0.029 ( 0.400) 0.026 0.003 198 16.50 0.13 0.029 ( 0.398) 0.026 0.003 199 16.58 0.10 0.022 ( 0.396) 0.019 0.002 200 16.67 0.10 0.022 ( 0.394) 0.019 0.002 201 16.75 0.10 0.022 ( 0.392) 0.019 0.002 202 16.83 0.10 0.022 ( 0.390) 0.019 0.002 203 16.92 0.10 0.022 ( 0.388) 0.019 0.002 204 17.00 0.10 0.022 ( 0.386) 0.019 0.002 205 17.08 0.17 0.036 ( 0.384) 0.032 0.004 206 17.17 0.17 0.036 ( 0.382) 0.032 0.004 207 17.25 0.17 0.036 ( 0.380) 0.032 0.004 208 17.33 0.17 0.036 ( 0.378) 0.032 0.004 209 17.42 0.17 0.036 ( 0.376) 0.032 0.004 210 17.50 0.17 0.036 ( 0.374) 0.032 0.004 211 17.58 0.17 0.036 ( 0.372) 0.032 0.004 212 17.67 0.17 0.036 ( 0.371) 0.032 0.004 213 17.75 0.17 0.036 ( 0.369) 0.032 0.004 214 17.83 0.13 0.029 ( 0.367) 0.026 0.003 215 17.92 0.13 0.029 ( 0.365) 0.026 0.003 216 18.00 0.13 0.029 ( 0.363) 0.026 0.003 217 18.08 0.13 0.029 ( 0.361) 0.026 0.003 218 18.17 0.13 0.029 ( 0.360) 0.026 0.003 219 18.25 0.13 0.029 ( 0.358) 0.026 0.003 220 18.33 0.13 0.029 ( 0.356) 0.026 0.003 221 18.42 0.13 0.029 ( 0.354) 0.026 0.003 222 18.50 0.13 0.029 ( 0.353) 0.026 0.003 223 18.58 0.10 0.022 ( 0.351) 0.019 0.002 224 18.67 0.10 0.022 ( 0.349) 0.019 0.002 225 18.75 0.10 0.022 ( 0.348) 0.019 0.002 226 18.83 0.07 0.014 ( 0.346) 0.013 0.001 227 18.92 0.07 0.014 ( 0.344) 0.013 0.001 228 19.00 0.07 0.014 ( 0.343) 0.013 0.001 229 19.08 0.10 0.022 ( 0.341) 0.019 0.002 230 19.17 0.10 0.022 ( 0.339) 0.019 0.002 231 19.25 0.10 0.022 ( 0.338) 0.019 0.002 232 19.33 0.13 0.029 ( 0.336) 0.026 0.003 233 19.42 0.13 0.029 ( 0.335) 0.026 0.003 234 19.50 0.13 0.029 ( 0.333) 0.026 0.003 235 19.58 0.10 0.022 ( 0.332) 0.019 0.002 236 19.67 0.10 0.022 ( 0.330) 0.019 0.002 237 19.75 0.10 0.022 ( 0.329) 0.019 0.002 238 19.83 0.07 0.014 ( 0.327) 0.013 0.001 239 19.92 0.07 0.014 ( 0.326) 0.013 0.001 240 20.00 0.07 0.014 ( 0.324) 0.013 0.001 241 20.08 0.10 0.022 ( 0.323) 0.019 0.002 242 20.17 0.10 0.022 ( 0.321) 0.019 0.002 243 20.25 0.10 0.022 ( 0.320) 0.019 0.002 244 20.33 0.10 0.022 ( 0.319) 0.019 0.002 245 20.42 0.10 0.022 ( 0.317) 0.019 0.002 246 20.50 0.10 0.022 ( 0.316) 0.019 0.002 247 20.58 0.10 0.022 ( 0.315) 0.019 0.002 248 20.67 0.10 0.022 ( 0.313) 0.019 0.002 249 20.75 0.10 0.022 ( 0.312) 0.019 0.002 250 20.83 0.07 0.014 ( 0.311) 0.013 0.001 251 20.92 0.07 0.014 ( 0.309) 0.013 0.001 252 21.00 0.07 0.014 ( 0.308) 0.013 0.001 253 21.08 0.10 0.022 ( 0.307) 0.019 0.002 254 21.17 0.10 0.022 ( 0.306) 0.019 0.002 255 21.25 0.10 0.10 0.022 ( 0.305) 0.019 0.002 256 21.33 0.07 0.014 ( 0.303) 0.013 0.001 257 21.42 0.07 0.014 ( 0.302) 0.013 0.001 258 21.50 0.07 0.014 ( 0.301) 0.013 0.001 259 21.58 0.10 0.022 ( 0.300) 0.019 0.002 260 21.67 0.10 0.022 ( 0.299) 0.019 0.002 261 21.75 0.10 0.022 ( 0.298) 0.019 0.002 262 21.83 0.07 0.014 ( 0.297) 0.013 0.001 263 21.92 0.07 0.014 ( 0.296) 0.013 0.001 264 22.00 0.07 0.014 ( 0.295) 0.013 0.001 265 22.08 0.10 0.022 ( 0.294) 0.019 0.002 266 22.17 0.10 0.022 ( 0.293) 0.019 0.002 267 22.25 0.10 0.022 ( 0.292) 0.019 0.002 268 22.33 0.07 0.014 ( 0.291) 0.013 0.001 269 22.42 0.07 0.014 ( 0.290) 0.013 0.001 270 22.50 0.07 0.014 ( 0.289) 0.013 0.001 271 22.58 0.07 0.014 ( 0.289) 0.013 0.001 272 22.67 0.07 0.014 ( 0.288) 0.013 0.001 273 22.75 0.07 0.014 ( 0.287) 0.013 0.001 274 22.83 0.07 0.014 ( 0.286) 0.013 0.001 275 22.92 0.07 0.014 ( 0.285) 0.013 0.001 276 23.00 0.07 0.014 ( 0.285) 0.013 0.001 277 23.08 0.07 0.014 ( 0.284) 0.013 0.001 278 23.17 0.07 0.014 ( 0.283) 0.013 0.001 279 23.25 0.07 0.014 ( 0.283) 0.013 0.001 280 23.33 0.07 0.014 ( 0.282) 0.013 0.001 281 23.42 0.07 0.014 ( 0.282) 0.013 0.001 282 23.50 0.07 0.014 ( 0.281) 0.013 0.001 283 23.58 0.07 0.014 ( 0.281) 0.013 0.001 284 23.67 0.07 0.014 ( 0.280) 0.013 0.001 285 23.75 0.07 0.014 ( 0.280) 0.013 0.001 286 23.83 0.07 0.014 ( 0.280) 0.013 0.001 287 23.92 0.07 0.014 ( 0.279) 0.013 0.001 288 24.00 0.07 0.014 ( 0.279) 0.013 0.001 (Loss Rate Not Used) Sum = 100.0 Sum = 2.2 Flood volume = Effective rainfall 0.18(In) times area 2.3(Ac.)/[(In)/(Ft.)] = 0.0(Ac.Ft) Total soil loss = 1.62(In) Total soil loss = 0.315(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 1522.4 Cubic Feet Total soil loss = 13701.7 Cubic Feet --------------------------------------------------- -----------------Peak flow rate of this hydrograph = 0.058(CFS) --------------------------------------------------------------------+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ + 24 -H O U R S T O R M R u n o f f H y d r o g r a p h --------------------------------------------------------------------Hydrograph in 5 Minute intervals ((CFS)) ---------------------------------- ----------------------------------Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 -----------------------------------------------------------------------0+ 5 0.0000 0.00 Q | | | | 0+10 0.0000 0.00 Q | | | | 0+15 0.0000 0.00 Q | | | | 0+20 0.0001 0.00 Q | | | | 0+25 0.0001 0.00 Q | | | | 0+30 0.0001 0.00 Q | | | | 0+35 0.0002 0.01 Q | | | | 0+40 0.0002 0.01 Q | | | | 0+45 0.0002 0.01 Q | | | | 0+50 0.0003 0.01 Q | | | | 0+55 0.0003 0.01 Q | | | | 1+ 0 0.0004 0.01 Q | | | | 1+ 5 0.0004 0.01 Q | | | | 1+10 0.0005 0.01 Q | | | | 1+15 0.0005 0.01 Q | | | | 1+20 0.0005 0.01 Q | | | | 1+25 0.0006 0.01 Q | | | | 1+30 0.0006 0.01 Q | | | | 1+35 0.0006 0.01 Q | | | | 1+40 0.0007 0.01 Q | | | | 1+45 0.0007 0.01 Q | | | | 1+50 0.0007 0.01 Q | | | | 1+55 0.0008 0.01 Q | | | | 2+ 0 0.0008 0.01 Q | | | | 2+ 5 0.0009 0.01 Q | | | | 2+10 0.0009 0.01 QV | | | | 2+15 0.0010 0.01 QV | | | | 2+20 0.0010 0.01 QV | | | | 2+25 0.0011 0.01 QV | | | | 2+30 0.0011 0.01 QV | | | | 2+35 0.0012 0.01 QV | | | | 2+40 0.0012 0.01 QV | | | | 2+45 0.0013 0.01 QV | | | | 2+50 0.0013 0.01 QV | | | | 2+55 0.0014 0.01 QV | | | | 3+ 0 0.0014 0.01 QV | | | | 3+ 5 0.0015 0.01 QV | | | | 3+10 0.0016 0.01 QV | | | | 3+15 0.0016 0.01 QV | | | | 3+20 0.0017 0.01 QV | | | | 3+25 0.0017 0.01 QV | | | | 3+30 0.0018 0.01 Q V | | | | 3+35 0.0019 0.01 Q V | | | | 3+40 0.0019 0.01 Q V | | | | 3+45 0.0020 0.01 Q V | | | | 3+50 0.0020 0.01 Q V | | | | 3+55 0.0021 0.01 Q V | | | | 4+ 0 0.0022 0.01 Q V | | | | 4+ 5 0.0022 0.01 Q V | | | | 4+10 0.0023 0.01 Q V | | | | 4+15 0.0024 0.01 Q V | | | | 4+20 0.0024 0.01 Q V | | | | 4+25 0.0025 0.01 Q V | | | | 4+30 0.0026 0.01 Q V | | | | 4+35 0.0027 0.01 Q V | | | | 4+40 0.0028 0.01 Q V | | | | 4+45 0.0029 0.01 Q V | | | | 4+50 0.0029 0.01 Q V | | | | 4+55 0.0030 0.01 Q V | | | | 5+ 0 0.0031 0.01 Q V | | | | 5+ 5 0.0032 0.01 Q V | | | | 5+10 0.0033 0.01 Q V | | | | 5+15 0.0034 0.01 Q V | | | | 5+20 0.0034 0.01 Q V | | | | 5+25 0.0035 0.01 Q V | | | | 5+30 0.0036 0.01 Q V | | | | 5+35 0.0037 0.01 Q V | | | | 5+40 0.0038 0.01 Q V | | | | 5+45 0.0039 0.01 Q V | | | | 5+50 0.0039 0.01 Q V | | | | 5+55 0.0040 0.01 Q V | | | | 6+ 0 0.0041 0.01 Q V | | | | 6+ 5 0.0042 0.01 Q V | | | | 6+10 0.0043 0.01 Q V | | | | 6+15 0.0044 0.02 Q V | | | | 6+20 0.0045 0.02 Q V | | | | 6+25 0.0046 0.02 Q V | | | | 6+30 0.0047 0.02 Q V | | | | 6+35 0.0049 0.02 Q V | | | | 6+40 0.0050 0.02 Q V | | | | 6+45 0.0051 0.02 Q V | | | | 6+50 0.0052 0.02 Q V | | | | 6+55 0.0053 0.02 Q V | | | | 7+ 0 0.0054 0.02 Q V | | | | 7+ 5 0.0056 0.02 Q V | | | | 7+10 0.0057 0.02 Q V | | | | 7+15 0.0058 0.02 Q V | | | | 7+20 0.0059 0.02 Q V | | | | 7+25 0.0060 0.02 Q V | | | | 7+30 0.0062 0.02 Q V | | | | 7+35 0.0063 0.02 Q V | | | | 7+40 0.0064 0.02 Q V | | | | 7+45 0.0066 0.02 Q V | | | | 7+50 0.0067 0.02 Q V | | | | 7+55 0.0069 0.02 Q V | | | | 8+ 0 0.0070 0.02 Q V | | | | 8+ 5 0.0072 0.02 Q V | | | | 8+10 0.0073 0.02 Q V | | | | 8+15 0.0075 0.03 Q V | | | | 8+20 0.0077 0.03 Q V | | | | 8+25 0.0079 0.03 Q V | | | | 8+30 0.0080 0.03 Q V| | | | 8+35 0.0082 0.03 Q V| | | | 8+40 0.0084 0.03 Q V| | | | 8+45 0.0086 0.03 Q V| | | | 8+50 0.0088 0.03 Q V | | | 8+55 0.0090 0.03 Q V | | | 9+ 0 0.0092 0.03 Q V | | | 9+ 5 0.0094 0.03 Q V | | | 9+10 0.0096 0.03 Q V | | | 9+15 0.0098 0.03 Q |V | | | 9+20 0.0100 0.03 Q |V | | | 9+25 0.0103 0.03 Q |V | | | 9+30 0.0105 0.03 Q | V | | | 9+35 0.0107 0.03 Q | V | | | 9+40 0.0110 0.04 Q | V | | | 9+45 0.0112 0.04 Q | V | | | 9+50 0.0115 0.04 Q | V | | | 9+55 0.0117 0.04 Q | V | | | 10+ 0 0.0120 0.04 Q | V | | | 10+ 5 0.0122 0.03 Q | V | | | 10+10 0.0124 0.03 Q | V | | | 10+15 0.0126 0.03 Q | | V | | | 10+20 0.0127 0.03 Q | V | | | 10+25 0.0129 0.03 Q | V | | | 10+30 0.0131 0.03 Q | V | | | 10+35 0.0133 0.03 Q | V | | | 10+40 0.0135 0.03 Q | V | | | 10+45 0.0137 0.03 Q | V | | | 10+50 0.0140 0.03 Q | V | | | 10+55 0.0142 0.03 Q | V | | | 11+ 0 0.0144 0.03 Q | V | | | 11+ 5 0.0147 0.03 Q | V | | | 11+10 0.0149 0.03 Q | V | | | 11+15 0.0151 0.03 Q | V | | | 11+20 0.0153 0.03 Q | V | | | 11+25 0.0156 0.03 Q | V | | | 11+30 0.0158 0.03 Q | V | | | 11+35 0.0160 0.03 Q | V | | | 11+40 0.0162 0.03 Q | V | | | 11+45 0.0164 0.03 Q | V | | | 11+50 0.0166 0.03 Q | V | | | 11+55 0.0168 0.03 Q | V| | | 12+ 0 0.0170 0.03 Q | V| | | 12+ 5 0.0172 0.03 Q | V| | | 12+10 0.0175 0.04 Q | V | | 12+15 0.0178 0.04 Q | V | | 12+20 0.0181 0.04 Q | V | | 12+25 0.0184 0.04 Q | |V | | 12+30 0.0187 0.04 Q | |V | | 12+35 0.0190 0.04 Q | |V | | 12+40 0.0193 0.05 Q | | V | | 12+45 0.0197 0.05 Q | | V | | 12+50 0.0200 0.05 Q | | V | | 12+55 0.0203 0.05 Q | | V | | 13+ 0 0.0207 0.05 Q | | V | | 13+ 5 0.0210 0.05 Q | | V | | 13+10 0.0214 0.06 Q | | V | | 13+15 0.0218 0.06 Q | | V | | 13+20 0.0222 0.06 Q | | V | | 13+25 0.0226 0.06 Q | | V | | 13+30 0.0230 0.06 Q | | V | | 13+35 0.0233 0.05 Q | | V | | 13+40 0.0236 0.04 Q | | V | | 13+45 0.0239 0.04 Q | | V | | 13+50 0.0242 0.04 Q | | V | | 13+55 0.0244 0.04 Q | | V | | 14+ 0 0.0247 0.04 Q | | V | | 14+ 5 0.0250 0.04 Q | | V | | 14+10 0.0253 0.04 Q | | V | | 14+15 0.0256 0.05 Q | | V| | 14+20 0.0259 0.04 Q | | V| | 14+25 0.0262 0.04 Q | | V | 14+30 0.0265 0.04 Q | | V | 14+35 0.0268 0.04 Q | | V | 14+40 0.0271 0.04 Q | | |V | 14+45 0.0274 0.04 Q | | |V | 14+50 0.0277 0.04 Q | | |V | 14+55 0.0280 0.04 Q | | | V | 15+ 0 0.0283 0.04 Q | | | V | 15+ 5 0.0286 0.04 Q | | | V | 15+10 0.0289 0.04 Q | | | V | 15+15 0.0292 0.04 Q | | | V | 15+20 0.0294 0.04 Q | | | V | 15+25 0.0297 0.04 Q | | | V | 15+30 0.0300 0.04 Q | | | V | 15+35 0.0302 0.04 Q | | | V | 15+40 0.0305 0.03 Q | | | V | 15+45 0.0307 0.03 Q | | | V | 15+50 0.0309 0.03 Q | | | V | 15+55 0.0311 0.03 Q | | | V | 16+ 0 0.0314 0.03 Q | | | V | 16+ 5 0.0315 0.02 Q | | | V | 16+10 0.0316 0.01 Q | | | V | 16+15 0.0317 0.01 Q | | | V | 16+20 0.0317 0.01 Q | | | V | 16+25 0.0318 0.01 Q | | | V | 16+30 0.0318 0.01 Q | | | V | 16+35 0.0319 0.01 Q | | | V | 16+40 0.0319 0.01 Q | | | V | 16+45 0.0319 0.01 Q | | | V | 16+50 0.0320 0.01 Q | | | V | 16+55 0.0320 0.01 Q | | | V | 17+ 0 0.0320 0.01 Q | | | V | 17+ 5 0.0321 0.01 Q | | | V | 17+10 0.0321 0.01 Q | | | V | 17+15 0.0322 0.01 Q | | | V | 17+20 0.0323 0.01 Q | | | V | 17+25 0.0323 0.01 Q | | | V | 17+30 0.0324 0.01 Q | | | V | 17+35 0.0324 0.01 Q | | | V | 17+40 0.0325 0.01 Q | | | V | 17+45 0.0325 0.01 Q | | | V | 17+50 0.0326 0.01 Q | | | V | 17+55 0.0327 0.01 Q | | | V | 18+ 0 0.0327 0.01 Q | | | V | 18+ 5 0.0327 0.01 Q | | | V | 18+10 0.0328 0.01 Q | | | V | 18+15 0.0328 0.01 Q | | | V | 18+20 0.0329 0.01 Q | | | V | 18+25 0.0329 0.01 Q | | | V | 18+30 0.0330 0.01 Q | | | V | 18+35 0.0330 0.01 Q | | | V | 18+40 0.0331 0.01 Q | | | V | 18+45 0.0331 0.01 Q | | | V | 18+50 0.0331 0.00 Q | | | V | 18+55 0.0332 0.00 Q | | | V | 19+ 0 0.0332 0.00 Q | | | V | 19+ 5 0.0332 0.00 Q | | | V | 19+10 0.0332 0.00 Q | | | V | 19+15 0.0333 0.00 Q | | | V | 19+20 0.0333 0.01 Q | | | V | 19+25 0.0334 0.01 Q | | | V | 19+30 0.0334 0.01 Q | | | V | 19+35 0.0334 0.01 Q | | | V | 19+40 0.0335 0.01 Q | | | V | 19+45 0.0335 0.01 Q | | | V | 19+50 0.0335 0.00 Q | | | V | 19+55 0.0336 0.00 Q | | | V | 20+ 0 0.0336 0.00 Q | | | V | 20+ 5 0.0336 0.00 Q | | | V | 20+10 0.0337 0.00 Q | | | V | 20+15 0.0337 0.00 Q | | | V | 20+20 0.0337 0.01 Q | | | V | 20+25 0.0338 0.01 Q | | | V | 20+30 0.0338 0.01 Q | | | V | 20+35 0.0338 0.01 Q | | | V | 20+40 0.0339 0.01 Q | | | V | 20+45 0.0339 0.01 Q | | | V | 20+50 0.0339 0.00 Q | | | V | 20+55 0.0340 0.00 Q | | | V | 21+ 0 0.0340 0.00 Q | | | V | 21+ 5 0.0340 0.00 Q | | | V | 21+10 0.0340 0.00 Q | | | V | 21+15 0.0341 0.00 Q | | | V | 21+20 0.0341 0.00 Q | | | V| 21+25 0.0341 0.00 Q | | | V| 21+30 0.0342 0.00 Q | | | V| 21+35 0.0342 0.00 Q | | | V| 21+40 0.0342 0.00 Q | | | V| 21+45 0.0343 0.00 Q | | | V| 21+50 0.0343 0.00 Q | | | V| 21+55 0.0343 0.00 Q | | | V| 22+ 0 0.0343 0.00 Q | | | V| 22+ 5 0.0344 0.00 Q | | | V| 22+10 0.0344 0.00 Q | | | V| 22+15 0.0344 0.00 Q | | | V| 22+20 0.0345 0.00 Q | | | V| 22+25 0.0345 0.00 Q | | | V| 22+30 0.0345 0.00 Q | | | V| 22+35 0.0345 0.00 Q | | | V| 22+40 0.0346 0.00 Q | | | V| 22+45 0.0346 0.00 Q | | | V| 22+50 0.0346 0.00 Q | | | V| 22+55 0.0346 0.00 Q | | | V| 23+ 0 0.0346 0.00 Q | | | V| 23+ 5 0.0347 0.00 Q | | | V| 23+10 0.0347 0.00 Q | | | V| 23+15 0.0347 0.00 Q | | | V| 23+20 0.0347 0.00 Q | | | V| 23+25 0.0348 0.00 Q | | | V| 23+30 0.0348 0.00 Q | | | V| 23+35 0.0348 0.00 Q | | | V| 23+40 0.0348 0.00 Q | | | V| 23+45 0.0349 0.00 Q | | | V| 23+50 0.0349 0.00 Q | | | V| 23+55 0.0349 0.00 Q | | | V| 24+ 0 0.0349 0.00 Q | | | V| 24+ 5 5 0.0349 0.00 Q | | | V| 24+10 0.0349 0.00 Q | | | V| 24+15 0.0349 0.00 Q | | | V| 24+20 0.0349 0.00 Q | | | V| 24+25 0.0349 0.00 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2008, Version 8.1 Study date 02/02/12 File: mlpre2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++ ------------------------------------------------------------------------Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date -April 1978 Program License Serial Number 5009 ---------------------------------------------------------------------English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 10-YEAR, 24-HOUR STORM EVENT [PRE-DEVELOPED CONDITION] -------------------------------------------------------------------------------------------------------------------- ---------------------Drainage Area = 2.33(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.33(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 832.00(Ft.) Length along longest watercourse measured to centroid = 411.00(Ft.) Length along longest watercourse = 0.158 Mi. Length along longest watercourse measured to centroid = 0.078 Mi. Difference in elevation = 14.00(Ft.) Slope along watercourse = 88.8462 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.058 Hr. Lag time = 3.46 Min. 25% of lag time = 0.86 Min. 40% of lag time = 1.38 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 1.80 4.19 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 4.50 10.48 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.911(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.330 69.00 0.030 Total Area Entered = 2.33(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 69.0 69.0 0.373 0.030 0.363 1.000 0.363 Sum (F) = 0.363 Area averaged mean soil loss (F) (In/Hr) = 0.363 Minimum soil loss rate ((In/Hr)) = 0.181 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 --------------------------- ------------------------------------------U n i t H y d r o g r a p h VALLEY S-Curve --------------------------------------------------------------------Unit Hydrograph Data ---------------------------------------------------------------------Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -------------------------------------------------- -------------------1 0.083 144.552 31.834 0.748 2 0.167 289.103 47.399 1.113 3 0.250 433.655 11.511 0.270 4 0.333 578.206 5.052 0.119 5 0.417 722.758 2.631 0.062 6 0.500 867.309 1.573 0.037 Sum = 100.000 Sum= 2.348 -----------------------------------------------------------------------The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.023 ( 0.643) 0.021 0.002 2 0.17 0.07 0.023 ( 0.641) 0.021 0.002 3 0.25 0.07 0.023 ( 0.638) 0.021 0.002 4 0.33 0.10 0.035 ( 0.636) 0.031 0.003 5 0.42 0.10 0.035 ( 0.633) 0.031 0.003 6 0.50 0.10 0.035 ( 0.631) 0.031 0.003 7 0.58 0.10 0.035 ( 0.628) 0.031 0.003 8 0.67 0.10 0.035 ( 0.626) 0.031 0.003 9 0.75 0.10 0.035 ( 0.623) 0.031 0.003 10 0.83 0.13 0.047 ( 0.621) 0.042 0.005 11 0.92 0.13 0.047 ( 0.618) 0.042 0.005 12 1.00 0.13 0.047 ( 0.616) 0.042 0.005 13 1.08 0.10 0.035 ( 0.614) 0.031 0.003 14 1.17 0.10 0.035 ( 0.611) 0.031 0.003 15 1.25 0.10 0.035 ( 0.609) 0.031 0.003 16 1.33 0.10 0.035 ( 0.606) 0.031 0.003 17 1.42 0.10 0.035 ( 0.604) 0.031 0.003 18 1.50 0.10 0.035 ( 0.601) 0.031 0.003 19 1.58 0.10 0.035 ( 0.599) 0.031 0.003 20 1.67 0.10 0.035 ( 0.597) 0.031 0.003 21 1.75 0.10 0.035 ( 0.594) 0.031 0.003 22 1.83 0.13 0.047 ( 0.592) 0.042 0.005 23 1.92 0.13 0.047 ( 0.589) 0.042 0.005 24 2.00 0.13 0.047 ( 0.587) 0.042 0.005 25 2.08 0.13 0.047 ( 0.585) 0.042 0.005 26 2.17 0.13 0.047 ( 0.582) 0.042 0.005 27 2.25 0.13 0.047 ( 0.580) 0.042 0.005 28 2.33 0.13 0.047 ( 0.578) 0.042 0.005 29 2.42 0.13 0.047 ( 0.575) 0.042 0.005 30 2.50 0.13 0.047 ( 0.573) 0.042 0.005 31 2.58 0.17 0.058 ( 0.571) 0.052 0.006 32 2.67 0.17 0.058 ( 0.568) 0.052 0.006 33 2.75 0.17 0.058 ( 0.566) 0.052 0.006 34 2.83 0.17 0.058 ( 0.564) 0.052 0.006 35 2.92 0.17 0.058 ( 0.561) 0.052 0.006 36 3.00 0.17 0.058 ( 0.559) 0.052 0.006 37 3.08 0.17 0.058 ( 0.557) 0.052 0.006 38 3.17 0.17 0.058 ( 0.554) 0.052 0.006 39 3.25 0.17 0.058 ( 0.552) 0.052 0.006 40 3.33 0.17 0.058 ( 0.550) 0.052 0.006 41 3.42 0.17 0.058 ( 0.547) 0.052 0.006 42 3.50 0.17 0.058 ( 0.545) 0.052 0.006 43 3.58 0.17 0.058 ( 0.543) 0.052 0.006 44 3.67 0.17 0.058 ( 0.541) 0.052 0.006 45 3.75 0.17 0.058 ( 0.538) 0.052 0.006 46 3.83 0.20 0.070 ( 0.536) 0.063 0.007 47 3.92 0.20 0.070 ( 0.534) 0.063 0.007 48 4.00 0.20 0.070 ( 0.531) 0.063 0.007 49 4.08 0.20 0.070 ( 0.529) 0.063 0.007 50 4.17 0.20 0.070 ( 0.527) 0.063 0.007 51 4.25 0.20 0.070 ( 0.525) 0.063 0.007 52 4.33 0.23 0.082 ( 0.522) 0.073 0.008 53 4.42 0.23 0.082 ( 0.520) 0.073 0.008 54 4.50 0.23 0.082 ( 0.518) 0.073 0.008 55 4.58 0.23 0.082 ( 0.516) 0.073 0.008 56 4.67 0.23 0.082 ( 0.514) 0.073 0.008 57 4.75 0.23 0.082 ( 0.511) 0.073 0.008 58 4.83 0.27 0.093 ( 0.509) 0.084 0.009 59 4.92 0.27 0.093 ( 0.507) 0.084 0.009 60 5.00 0.27 0.093 ( 0.505) 0.084 0.009 61 5.08 0.20 0.070 ( 0.503) 0.063 0.007 62 5.17 0.20 0.070 ( 0.500) 0.063 0.007 63 5.25 0.20 0.070 ( 0.498) 0.063 0.007 64 5.33 0.23 0.082 ( 0.496) 0.073 0.008 65 5.42 0.23 0.082 ( 0.494) 0.073 0.008 66 5.50 0.23 0.082 ( 0.492) 0.073 0.008 67 5.58 0.27 0.093 ( 0.490) 0.084 0.009 68 5.67 0.27 0.093 ( 0.487) 0.084 0.009 69 5.75 0.27 0.093 ( 0.485) 0.084 0.009 70 5.83 0.27 0.093 ( 0.483) 0.084 0.009 71 5.92 0.27 0.093 ( 0.481) 0.084 0.009 72 6.00 0.27 0.093 ( 0.479) 0.084 0.009 73 6.08 0.30 0.105 ( 0.477) 0.094 0.010 74 6.17 0.30 0.105 ( 0.475) 0.094 0.010 75 6.25 0.30 0.105 ( 0.472) 0.094 0.010 76 6.33 0.30 0.105 ( 0.470) 0.094 0.010 77 6.42 0.30 0.105 ( 0.468) 0.094 0.010 78 6.50 0.30 0.105 ( 0.466) 0.094 0.010 79 6.58 0.33 0.116 ( 0.464) 0.105 0.012 80 6.67 0.33 0.116 ( 0.462) 0.105 0.012 81 6.75 0.33 0.116 ( 0.460) 0.105 0.012 82 6.83 0.33 0.116 ( 0.458) 0.105 0.012 83 6.92 0.33 0.116 ( 0.456) 0.105 0.012 84 7.00 0.33 0.116 ( 0.454) 0.105 0.012 85 7.08 0.33 0.116 ( 0.452) 0.105 0.012 86 7.17 0.33 0.116 ( 0.450) 0.105 0.012 87 7.25 0.33 0.116 ( 0.447) 0.105 0.012 88 7.33 0.37 0.128 ( 0.445) 0.115 0.013 89 7.42 0.37 0.128 ( 0.443) 0.115 0.013 90 7.50 0.37 0.128 ( 0.441) 0.115 0.013 91 7.58 0.40 0.140 ( 0.439) 0.126 0.014 92 7.67 0.40 0.140 ( 0.437) 0.126 0.014 93 7.75 0.40 0.140 ( 0.435) 0.126 0.014 94 7.83 0.43 0.151 ( 0.433) 0.136 0.015 95 7.92 0.43 0.151 ( 0.431) 0.136 0.015 96 8.00 0.43 0.151 ( 0.429) 0.136 0.015 97 8.08 0.50 0.175 ( 0.427) 0.157 0.017 98 8.17 0.50 0.175 ( 0.425) 0.157 0.017 99 8.25 0.50 0.175 ( 0.423) 0.157 0.017 100 8.33 0.50 0.175 ( 0.421) 0.157 0.017 101 8.42 0.50 0.175 ( 0.419) 0.157 0.017 102 8.50 0.50 0.175 ( 0.417) 0.157 0.017 103 8.58 0.53 0.186 ( 0.415) 0.168 0.019 104 8.67 0.53 0.186 ( 0.413) 0.168 0.019 105 8.75 0.53 0.186 ( 0.412) 0.168 0.019 106 8.83 0.57 0.198 ( 0.410) 0.178 0.020 107 8.92 0.57 0.198 ( 0.408) 0.178 0.020 108 9.00 0.57 0.198 ( 0.406) 0.178 0.020 109 9.08 0.63 0.221 ( 0.404) 0.199 0.022 110 9.17 0.63 0.221 ( 0.402) 0.199 0.022 111 9.25 0.63 0.221 ( 0.400) 0.199 0.022 112 9.33 0.67 0.233 ( 0.398) 0.210 0.023 113 9.42 0.67 0.233 ( 0.396) 0.210 0.023 114 9.50 0.67 0.233 ( 0.394) 0.210 0.023 115 9.58 0.70 0.245 ( 0.392) 0.220 0.024 116 9.67 0.70 0.245 ( 0.391) 0.220 0.024 117 9.75 0.70 0.245 ( 0.389) 0.220 0.024 118 9.83 0.73 0.256 ( 0.387) 0.231 0.026 119 9.92 0.73 0.256 ( 0.385) 0.231 0.026 120 10.00 0.73 0.256 ( 0.383) 0.231 0.026 121 10.08 0.50 0.175 ( 0.381) 0.157 0.017 122 10.17 0.50 0.175 ( 0.379) 0.157 0.017 123 10.25 0.50 0.175 ( 0.378) 0.157 0.017 124 10.33 0.50 0.175 ( 0.376) 0.157 0.017 125 10.42 0.50 0.175 ( 0.374) 0.157 0.017 126 10.50 0.50 0.175 ( 0.372) 0.157 0.017 127 10.58 0.67 0.233 ( 0.370) 0.210 0.023 128 10.67 0.67 0.233 ( 0.368) 0.210 0.023 129 10.75 0.67 0.233 ( 0.367) 0.210 0.023 130 10.83 0.67 0.233 ( 0.365) 0.210 0.023 131 10.92 0.67 0.233 ( 0.363) 0.210 0.023 132 11.00 0.67 0.233 ( 0.361) 0.210 0.023 133 11.08 0.63 0.221 ( 0.359) 0.199 0.022 134 11.17 0.63 0.221 ( 0.358) 0.199 0.022 135 11.25 0.63 0.221 ( 0.356) 0.199 0.022 136 11.33 0.63 0.221 ( 0.354) 0.199 0.022 137 11.42 0.63 0.221 ( 0.352) 0.199 0.022 138 11.50 0.63 0.221 ( 0.351) 0.199 0.022 139 11.58 0.57 0.198 ( 0.349) 0.178 0.020 140 11.67 0.57 0.198 ( 0.347) 0.178 0.020 141 11.75 0.57 0.198 ( 0.345) 0.178 0.020 142 11.83 0.60 0.210 ( 0.344) 0.189 0.021 143 11.92 0.60 0.210 ( 0.342) 0.189 0.021 144 12.00 0.60 0.210 ( 0.340) 0.189 0.021 145 12.08 0.83 0.291 ( 0.339) 0.262 0.029 146 12.17 0.83 0.291 ( 0.337) 0.262 0.029 147 12.25 0.83 0.291 ( 0.335) 0.262 0.029 148 12.33 0.87 0.303 ( 0.334) 0.272 0.030 149 12.42 0.87 0.303 ( 0.332) 0.272 0.030 150 12.50 0.87 0.303 ( 0.330) 0.272 0.030 151 12.58 0.93 0.326 ( 0.329) 0.293 0.033 152 12.67 0.93 0.326 ( 0.327) 0.293 0.033 153 12.75 0.93 0.326 ( 0.325) 0.293 0.033 154 12.83 0.97 0.338 ( 0.324) 0.304 0.034 155 12.92 0.97 0.338 ( 0.322) 0.304 0.034 156 13.00 0.97 0.338 ( 0.320) 0.304 0.034 157 13.08 1.13 0.396 0.319 ( 0.356) 0.077 158 13.17 1.13 0.396 0.317 ( 0.356) 0.079 159 13.25 1.13 0.396 0.315 ( 0.356) 0.080 160 13.33 1.13 0.396 0.314 ( 0.356) 0.082 161 13.42 1.13 0.396 0.312 ( 0.356) 0.084 162 13.50 1.13 0.396 0.311 ( 0.356) 0.085 163 13.58 0.77 0.268 ( 0.309) 0.241 0.027 164 13.67 0.77 0.268 ( 0.308) 0.241 0.027 165 13.75 0.77 0.268 ( 0.306) 0.241 0.027 166 13.83 0.77 0.268 ( 0.304) 0.241 0.027 167 13.92 0.77 0.268 ( 0.303) 0.241 0.027 168 14.00 0.77 0.268 ( 0.301) 0.241 0.027 169 14.08 0.90 0.314 ( 0.300) 0.283 0.031 170 14.17 0.90 0.314 ( 0.298) 0.283 0.031 171 14.25 0.90 0.314 ( 0.297) 0.283 0.031 172 14.33 0.87 0.87 0.303 ( 0.295) 0.272 0.030 173 14.42 0.87 0.303 ( 0.294) 0.272 0.030 174 14.50 0.87 0.303 ( 0.292) 0.272 0.030 175 14.58 0.87 0.303 ( 0.291) 0.272 0.030 176 14.67 0.87 0.303 ( 0.289) 0.272 0.030 177 14.75 0.87 0.303 ( 0.288) 0.272 0.030 178 14.83 0.83 0.291 ( 0.286) 0.262 0.029 179 14.92 0.83 0.291 ( 0.285) 0.262 0.029 180 15.00 0.83 0.291 ( 0.283) 0.262 0.029 181 15.08 0.80 0.279 ( 0.282) 0.251 0.028 182 15.17 0.80 0.279 ( 0.280) 0.251 0.028 183 15.25 0.80 0.279 ( 0.279) 0.251 0.028 184 15.33 0.77 0.268 ( 0.278) 0.241 0.027 185 15.42 0.77 0.268 ( 0.276) 0.241 0.027 186 15.50 0.77 0.268 ( 0.275) 0.241 0.027 187 15.58 0.63 0.221 ( 0.273) 0.199 0.022 188 15.67 0.63 0.221 ( 0.272) 0.199 0.022 189 15.75 0.63 0.221 ( 0.271) 0.199 0.022 190 15.83 0.63 0.221 ( 0.269) 0.199 0.022 191 15.92 0.63 0.221 ( 0.268) 0.199 0.022 192 16.00 0.63 0.221 ( 0.266) 0.199 0.022 193 16.08 0.13 0.047 ( 0.265) 0.042 0.005 194 16.17 0.13 0.047 ( 0.264) 0.042 0.005 195 16.25 0.13 0.047 ( 0.262) 0.042 0.005 196 16.33 0.13 0.047 ( 0.261) 0.042 0.005 197 16.42 0.13 0.047 ( 0.260) 0.042 0.005 198 16.50 0.13 0.047 ( 0.258) 0.042 0.005 199 16.58 0.10 0.035 ( 0.257) 0.031 0.003 200 16.67 0.10 0.035 ( 0.256) 0.031 0.003 201 16.75 0.10 0.035 ( 0.254) 0.031 0.003 202 16.83 0.10 0.035 ( 0.253) 0.031 0.003 203 16.92 0.10 0.035 ( 0.252) 0.031 0.003 204 17.00 0.10 0.035 ( 0.251) 0.031 0.003 205 17.08 0.17 0.058 ( 0.249) 0.052 0.006 206 17.17 0.17 0.058 ( 0.248) 0.052 0.006 207 17.25 0.17 0.058 ( 0.247) 0.052 0.006 208 17.33 0.17 0.058 ( 0.246) 0.052 0.006 209 17.42 0.17 0.058 ( 0.244) 0.052 0.006 210 17.50 0.17 0.058 ( 0.243) 0.052 0.006 211 17.58 0.17 0.058 ( 0.242) 0.052 0.006 212 17.67 0.17 0.058 ( 0.241) 0.052 0.006 213 17.75 0.17 0.058 ( 0.239) 0.052 0.006 214 17.83 0.13 0.047 ( 0.238) 0.042 0.005 215 17.92 0.13 0.047 ( 0.237) 0.042 0.005 216 18.00 0.13 0.047 ( 0.236) 0.042 0.005 217 18.08 0.13 0.047 ( 0.235) 0.042 0.005 218 18.17 0.13 0.047 ( 0.234) 0.042 0.005 219 18.25 0.13 0.047 ( 0.232) 0.042 0.005 220 18.33 0.13 0.047 ( 0.231) 0.042 0.005 221 18.42 0.13 0.047 ( 0.230) 0.042 0.005 222 18.50 0.13 0.047 ( 0.229) 0.042 0.005 223 18.58 0.10 0.035 ( 0.228) 0.031 0.003 224 18.67 0.10 0.035 ( 0.227) 0.031 0.003 225 18.75 0.10 0.035 ( 0.226) 0.031 0.003 226 18.83 0.07 0.023 ( 0.225) 0.021 0.002 227 18.92 0.07 0.023 ( 0.224) 0.021 0.002 228 19.00 0.07 0.023 ( 0.223) 0.021 0.002 229 19.08 0.10 0.035 ( 0.222) 0.031 0.003 230 19.17 0.10 0.035 ( 0.220) 0.031 0.003 231 19.25 0.10 0.035 ( 0.219) 0.031 0.003 232 19.33 0.13 0.047 ( 0.218) 0.042 0.005 233 19.42 0.13 0.047 ( 0.217) 0.042 0.005 234 19.50 0.13 0.047 ( 0.216) 0.042 0.005 235 19.58 0.10 0.035 ( 0.215) 0.031 0.003 236 19.67 0.10 0.035 ( 0.214) 0.031 0.003 237 19.75 0.10 0.035 ( 0.213) 0.031 0.003 238 19.83 0.07 0.023 ( 0.213) 0.021 0.002 239 19.92 0.07 0.023 ( 0.212) 0.021 0.002 240 20.00 0.07 0.023 ( 0.211) 0.021 0.002 241 20.08 0.10 0.035 ( 0.210) 0.031 0.003 242 20.17 0.10 0.035 ( 0.209) 0.031 0.003 243 20.25 0.10 0.035 ( 0.208) 0.031 0.003 244 20.33 0.10 0.035 ( 0.207) 0.031 0.003 245 20.42 0.10 0.035 ( 0.206) 0.031 0.003 246 20.50 0.10 0.035 ( 0.205) 0.031 0.003 247 20.58 0.10 0.035 ( 0.204) 0.031 0.003 248 20.67 0.10 0.035 ( 0.203) 0.031 0.003 249 20.75 0.10 0.035 ( 0.203) 0.031 0.003 250 20.83 0.07 0.023 ( 0.202) 0.021 0.002 251 20.92 0.07 0.023 ( 0.201) 0.021 0.002 252 21.00 0.07 0.023 ( 0.200) 0.021 0.002 253 21.08 0.10 0.035 ( 0.199) 0.031 0.003 254 21.17 0.10 0.035 ( 0.199) 0.031 0.003 255 21.25 0.10 0.10 0.035 ( 0.198) 0.031 0.003 256 21.33 0.07 0.023 ( 0.197) 0.021 0.002 257 21.42 0.07 0.023 ( 0.196) 0.021 0.002 258 21.50 0.07 0.023 ( 0.196) 0.021 0.002 259 21.58 0.10 0.035 ( 0.195) 0.031 0.003 260 21.67 0.10 0.035 ( 0.194) 0.031 0.003 261 21.75 0.10 0.035 ( 0.194) 0.031 0.003 262 21.83 0.07 0.023 ( 0.193) 0.021 0.002 263 21.92 0.07 0.023 ( 0.192) 0.021 0.002 264 22.00 0.07 0.023 ( 0.192) 0.021 0.002 265 22.08 0.10 0.035 ( 0.191) 0.031 0.003 266 22.17 0.10 0.035 ( 0.190) 0.031 0.003 267 22.25 0.10 0.035 ( 0.190) 0.031 0.003 268 22.33 0.07 0.023 ( 0.189) 0.021 0.002 269 22.42 0.07 0.023 ( 0.188) 0.021 0.002 270 22.50 0.07 0.023 ( 0.188) 0.021 0.002 271 22.58 0.07 0.023 ( 0.187) 0.021 0.002 272 22.67 0.07 0.023 ( 0.187) 0.021 0.002 273 22.75 0.07 0.023 ( 0.186) 0.021 0.002 274 22.83 0.07 0.023 ( 0.186) 0.021 0.002 275 22.92 0.07 0.023 ( 0.185) 0.021 0.002 276 23.00 0.07 0.023 ( 0.185) 0.021 0.002 277 23.08 0.07 0.023 ( 0.185) 0.021 0.002 278 23.17 0.07 0.023 ( 0.184) 0.021 0.002 279 23.25 0.07 0.023 ( 0.184) 0.021 0.002 280 23.33 0.07 0.023 ( 0.183) 0.021 0.002 281 23.42 0.07 0.023 ( 0.183) 0.021 0.002 282 23.50 0.07 0.023 ( 0.183) 0.021 0.002 283 23.58 0.07 0.023 ( 0.182) 0.021 0.002 284 23.67 0.07 0.023 ( 0.182) 0.021 0.002 285 23.75 0.07 0.023 ( 0.182) 0.021 0.002 286 23.83 0.07 0.023 ( 0.182) 0.021 0.002 287 23.92 0.07 0.023 ( 0.182) 0.021 0.002 288 24.00 0.07 0.023 ( 0.181) 0.021 0.002 (Loss Rate Not Used) Sum = 100.0 Sum = 3.7 Flood volume = Effective rainfall 0.31(In) times area 2.3(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft) Total soil loss = 2.60(In) Total soil loss = 0.505(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 2637.8 Cubic Feet Total soil loss = 21981.3 Cubic Feet ------------------------------------------------------------- -------Peak flow rate of this hydrograph = 0.196(CFS) --------------------------------------------------------------------++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -H O U R S T O R M R u n o f f H y d r o g r a p h --------------------------------------------------------------------Hydrograph in 5 Minute intervals ((CFS)) ------------------------------------ --------------------------------Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 -----------------------------------------------------------------------0+ 5 0.0000 0.00 Q | | | | 0+10 0.0000 0.00 Q | | | | 0+15 0.0001 0.00 Q | | | | 0+20 0.0001 0.01 Q | | | | 0+25 0.0002 0.01 Q | | | | 0+30 0.0002 0.01 Q | | | | 0+35 0.0003 0.01 Q | | | | 0+40 0.0003 0.01 Q | | | | 0+45 0.0004 0.01 Q | | | | 0+50 0.0005 0.01 Q | | | | 0+55 0.0005 0.01 Q | | | | 1+ 0 0.0006 0.01 Q | | | | 1+ 5 0.0007 0.01 Q | | | | 1+10 0.0007 0.01 Q | | | | 1+15 0.0008 0.01 Q | | | | 1+20 0.0008 0.01 Q | | | | 1+25 0.0009 0.01 Q | | | | 1+30 0.0010 0.01 Q | | | | 1+35 0.0010 0.01 Q | | | | 1+40 0.0011 0.01 Q | | | | 1+45 0.0011 0.01 Q | | | | 1+50 0.0012 0.01 Q | | | | 1+55 0.0013 0.01 Q | | | | 2+ 0 0.0013 0.01 Q | | | | 2+ 5 0.0014 0.01 Q | | | | 2+10 0.0015 0.01 Q | | | | 2+15 0.0016 0.01 QV | | | | 2+20 0.0016 0.01 QV | | | | 2+25 0.0017 0.01 QV | | | | 2+30 0.0018 0.01 QV | | | | 2+35 0.0019 0.01 QV | | | | 2+40 0.0020 0.01 QV | | | | 2+45 0.0021 0.01 QV | | | | 2+50 0.0021 0.01 QV | | | | 2+55 0.0022 0.01 QV | | | | 3+ 0 0.0023 0.01 QV | | | | 3+ 5 0.0024 0.01 QV | | | | 3+10 0.0025 0.01 QV | | | | 3+15 0.0026 0.01 QV | | | | 3+20 0.0027 0.01 QV | | | | 3+25 0.0028 0.01 QV | | | | 3+30 0.0029 0.01 QV | | | | 3+35 0.0030 0.01 QV | | | | 3+40 0.0031 0.01 Q V | | | | 3+45 0.0032 0.01 Q V | | | | 3+50 0.0033 0.01 Q V | | | | 3+55 0.0034 0.02 Q V | | | | 4+ 0 0.0035 0.02 Q V | | | | 4+ 5 0.0036 0.02 Q V | | | | 4+10 0.0037 0.02 Q V | | | | 4+15 0.0038 0.02 Q V | | | | 4+20 0.0040 0.02 Q V | | | | 4+25 0.0041 0.02 Q V | | | | 4+30 0.0042 0.02 Q V | | | | 4+35 0.0043 0.02 Q V | | | | 4+40 0.0045 0.02 Q V | | | | 4+45 0.0046 0.02 Q V | | | | 4+50 0.0047 0.02 Q V | | | | 4+55 0.0049 0.02 Q V | | | | 5+ 0 0.0050 0.02 Q V | | | | 5+ 5 0.0052 0.02 Q V | | | | 5+10 0.0053 0.02 Q V | | | | 5+15 0.0054 0.02 Q V | | | | 5+20 0.0055 0.02 Q V | | | | 5+25 0.0057 0.02 Q V | | | | 5+30 0.0058 0.02 Q V | | | | 5+35 0.0059 0.02 Q V | | | | 5+40 0.0061 0.02 Q V | | | | 5+45 0.0062 0.02 Q V | | | | 5+50 0.0064 0.02 Q V | | | | 5+55 0.0065 0.02 Q V | | | | 6+ 0 0.0067 0.02 Q V | | | | 6+ 5 0.0068 0.02 Q V | | | | 6+10 0.0070 0.02 Q V | | | | 6+15 0.0072 0.02 Q V | | | | 6+20 0.0073 0.02 Q V | | | | 6+25 0.0075 0.02 Q Q V | | | | 6+30 0.0077 0.02 Q V | | | | 6+35 0.0079 0.03 Q V | | | | 6+40 0.0080 0.03 Q V | | | | 6+45 0.0082 0.03 Q V | | | | 6+50 0.0084 0.03 Q V | | | | 6+55 0.0086 0.03 Q V | | | | 7+ 0 0.0088 0.03 Q V | | | | 7+ 5 0.0090 0.03 Q V | | | | 7+10 0.0092 0.03 Q V | | | | 7+15 0.0094 0.03 Q V | | | | 7+20 0.0096 0.03 Q V | | | | 7+25 0.0098 0.03 Q V | | | | 7+30 0.0100 0.03 Q V | | | | 7+35 0.0102 0.03 Q V | | | | 7+40 0.0104 0.03 Q V | | | | 7+45 0.0106 0.03 Q V | | | | 7+50 0.0108 0.03 Q V | | | | 7+55 0.0111 0.03 Q V | | | | 8+ 0 0.0113 0.04 Q V | | | | 8+ 5 0.0116 0.04 Q V | | | | 8+10 0.0119 0.04 Q V | | | | 8+15 0.0121 0.04 Q V | | | | 8+20 0.0124 0.04 Q V | | | | 8+25 0.0127 0.04 Q V | | | | 8+30 0.0130 0.04 Q V | | | | 8+35 0.0133 0.04 Q V | | | | 8+40 0.0136 0.04 Q V | | | | 8+45 0.0139 0.04 Q V| | | | 8+50 0.0142 0.04 Q V| | | | 8+55 0.0145 0.05 Q V| | | | 9+ 0 0.0148 0.05 Q V| | | | 9+ 5 0.0151 0.05 Q V | | | 9+10 0.0155 0.05 Q V | | | 9+15 0.0159 0.05 Q V | | | 9+20 0.0162 0.05 Q V | | | 9+25 0.0166 0.05 Q V | | | 9+30 0.0170 0.05 Q |V | | | 9+35 0.0173 0.06 Q |V | | | 9+40 0.0177 0.06 Q |V | | | 9+45 0.0181 0.06 Q |V | | | 9+50 0.0185 0.06 Q | V | | | 9+55 0.0189 0.06 Q | V | | | 10+ 0 0.0194 0.06 Q | V | | | 10+ 5 0.0197 0.05 Q | V | | | 10+10 0.0200 0.04 Q | V | | | 10+15 0.0203 0.04 Q | V | | | 10+20 0.0206 0.04 Q | V | | | 10+25 0.0209 0.04 Q | V | | | 10+30 0.0212 0.04 Q | V | | | 10+35 0.0215 0.05 Q | V | | | 10+40 0.0219 0.05 Q | V | | | 10+45 0.0222 0.05 Q | V | | | 10+50 0.0226 0.05 Q | V | | | 10+55 0.0230 0.05 Q | V | | | 11+ 0 0.0233 0.05 Q | V | | | 11+ 5 0.0237 0.05 Q | V | | | 11+10 0.0241 0.05 Q | V | | | 11+15 0.0244 0.05 Q | V | | | 11+20 0.0248 0.05 Q | V | | | 11+25 0.0252 0.05 Q | V | | | 11+30 0.0255 0.05 Q | V | | | 11+35 0.0259 0.05 Q | V | | | 11+40 0.0262 0.05 Q | V | | | 11+45 0.0265 0.05 Q | V | | | 11+50 0.0268 0.05 Q | V | | | 11+55 0.0272 0.05 Q | V | | | 12+ 0 0.0275 0.05 Q | V | | | 12+ 5 0.0279 0.06 Q | V | | | 12+10 0.0283 0.06 Q | V | | | 12+15 0.0288 0.07 Q | V| | | 12+20 0.0293 0.07 Q | V| | | 12+25 0.0297 0.07 Q | V| | | 12+30 0.0302 0.07 Q | V| | | 12+35 0.0307 0.07 Q | V | | 12+40 0.0313 0.08 Q | V | | 12+45 0.0318 0.08 Q | V | | 12+50 0.0323 0.08 Q | |V | | 12+55 0.0329 0.08 Q | |V | | 13+ 0 0.0334 0.08 Q | | V | | 13+ 5 0.0342 0.11 Q | | V | | 13+10 0.0353 0.16 Q | | V | | 13+15 0.0365 0.18 Q | | V | | 13+20 0.0378 0.18 Q | | V | | 13+25 0.0391 0.19 Q | | V | | 13+30 0.0404 0.20 Q | | V | | 13+35 0.0415 0.16 Q | | V | | 13+40 0.0421 0.09 Q | | V | | 13+45 0.0426 0.08 Q | | V | | 13+50 0.0431 0.07 Q | | V | | 13+55 0.0436 0.07 Q | | V | | 14+ 0 0.0440 0.06 Q | | V| | 14+ 5 0.0445 0.07 Q | | V| | 14+10 0.0449 0.07 Q | | V| | 14+15 0.0455 0.07 Q | | V | 14+20 0.0459 0.07 Q | | V | 14+25 0.0464 0.07 Q | | V | 14+30 0.0469 0.07 Q | | |V | 14+35 0.0474 0.07 Q | | |V | 14+40 0.0479 0.07 Q | | |V | 14+45 0.0484 0.07 Q | | |V | 14+50 0.0489 0.07 Q | | | V | 14+55 0.0494 0.07 Q | | | V | 15+ 0 0.0498 0.07 Q | | | V | 15+ 5 0.0503 0.07 Q | | | V | 15+10 0.0508 0.07 Q | | | V | 15+15 0.0512 0.07 Q | | | V | 15+20 0.0517 0.06 Q | | | V | 15+25 0.0521 0.06 Q | | | V | 15+30 0.0525 0.06 Q | | | V | 15+35 0.0529 0.06 Q | | | V | 15+40 0.0533 0.05 Q | | | V | 15+45 0.0537 0.05 Q | | | V | 15+50 0.0540 0.05 Q | | | V | 15+55 0.0544 0.05 Q | | | V | 16+ 0 0.0548 0.05 Q | | | V | 16+ 5 0.0550 0.04 Q | | | V | 16+10 0.0552 0.02 Q | | | V | 16+15 0.0553 0.01 Q | | | V | 16+20 0.0553 0.01 Q | | | V | 16+25 0.0554 0.01 Q | | | V | 16+30 0.0555 0.01 Q | | | V | 16+35 0.0556 0.01 Q | | | V | 16+40 0.0556 0.01 Q | | | V | 16+45 0.0557 0.01 Q | | | V | 16+50 0.0557 0.01 Q | | | V | 16+55 0.0558 0.01 Q | | | V | 17+ 0 0.0559 0.01 Q | | | V | 17+ 5 0.0559 0.0559 0.01 Q | | | V | 17+10 0.0560 0.01 Q | | | V | 17+15 0.0561 0.01 Q | | | V | 17+20 0.0562 0.01 Q | | | V | 17+25 0.0563 0.01 Q | | | V | 17+30 0.0564 0.01 Q | | | V | 17+35 0.0565 0.01 Q | | | V | 17+40 0.0566 0.01 Q | | | V | 17+45 0.0567 0.01 Q | | | V | 17+50 0.0568 0.01 Q | | | V | 17+55 0.0568 0.01 Q | | | V | 18+ 0 0.0569 0.01 Q | | | V | 18+ 5 0.0570 0.01 Q | | | V | 18+10 0.0571 0.01 Q | | | V | 18+15 0.0571 0.01 Q | | | V | 18+20 0.0572 0.01 Q | | | V | 18+25 0.0573 0.01 Q | | | V | 18+30 0.0574 0.01 Q | | | V | 18+35 0.0574 0.01 Q | | | V | 18+40 0.0575 0.01 Q | | | V | 18+45 0.0576 0.01 Q | | | V | 18+50 0.0576 0.01 Q | | | V | 18+55 0.0577 0.01 Q | | | V | 19+ 0 0.0577 0.01 Q | | | V | 19+ 5 0.0577 0.01 Q | | | V | 19+10 0.0578 0.01 Q | | | V | 19+15 0.0578 0.01 Q | | | V | 19+20 0.0579 0.01 Q | | | V | 19+25 0.0580 0.01 Q | | | V | 19+30 0.0580 0.01 Q | | | V | 19+35 0.0581 0.01 Q | | | V | 19+40 0.0582 0.01 Q | | | V | 19+45 0.0582 0.01 Q | | | V | 19+50 0.0583 0.01 Q | | | V | 19+55 0.0583 0.01 Q | | | V | 20+ 0 0.0584 0.01 Q | | | V | 20+ 5 0.0584 0.01 Q | | | V | 20+10 0.0585 0.01 Q | | | V | 20+15 0.0585 0.01 Q | | | V | 20+20 0.0586 0.01 Q | | | V | 20+25 0.0586 0.01 Q | | | V | 20+30 0.0587 0.01 Q | | | V | 20+35 0.0587 0.01 Q | | | V | 20+40 0.0588 0.01 Q | | | V | 20+45 0.0589 0.01 Q | | | V | 20+50 0.0589 0.01 Q | | | V | 20+55 0.0590 0.01 Q | | | V | 21+ 0 0.0590 0.01 Q | | | V | 21+ 5 0.0590 0.01 Q | | | V | 21+10 0.0591 0.01 Q | | | V| 21+15 0.0591 0.01 Q | | | V| 21+20 0.0592 0.01 Q | | | V| 21+25 0.0592 0.01 Q | | | V| 21+30 0.0593 0.01 Q | | | V| 21+35 0.0593 0.01 Q | | | V| 21+40 0.0594 0.01 Q | | | V| 21+45 0.0594 0.01 Q | | | V| 21+50 0.0595 0.01 Q | | | V| 21+55 0.0595 0.01 Q | | | V| 22+ 0 0.0596 0.01 Q | | | V| 22+ 5 0.0596 0.01 Q | | | V| 22+10 0.0597 0.01 Q | | | V| 22+15 0.0597 0.01 Q | | | V| 22+20 0.0598 0.01 Q | | | V| 22+25 0.0598 0.01 Q | | | V| 22+30 0.0598 0.01 Q | | | V| 22+35 0.0599 0.01 Q | | | V| 22+40 0.0599 0.01 Q | | | V| 22+45 0.0600 0.01 Q | | | V| 22+50 0.0600 0.01 Q | | | V| 22+55 0.0600 0.01 Q | | | V| 23+ 0 0.0601 0.01 Q | | | V| 23+ 5 0.0601 0.01 Q | | | V| 23+10 0.0601 0.01 Q | | | V| 23+15 0.0602 0.01 Q | | | V| 23+20 0.0602 0.01 Q | | | V| 23+25 0.0603 0.01 Q | | | V| 23+30 0.0603 0.01 Q | | | V| 23+35 0.0603 0.01 Q | | | V| 23+40 0.0604 0.01 Q | | | V| 23+45 0.0604 0.01 Q | | | V| 23+50 0.0604 0.01 Q | | | V| 23+55 0.0605 0.01 Q | | | V| 24+ 0 0.0605 0.01 Q | | | V| 24+ 5 0.0605 0.00 Q | | | V| 24+10 0.0606 0.00 Q | | | V| 24+15 0.0606 0.00 Q | | | V| 24+20 0.0606 0.00 Q | | | V| 24+25 0.0606 0.00 Q | | | V ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2008, Version 8.1 Study date 02/02/12 File: mlpre24100.out +++++++++++++++++++++++++++++++++++++++++++++++++++++ +++++++++++++++++++ ------------------------------------------------------------------------Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date -April 1978 Program License Serial Number 5009 ---------------------------------------------------------------------English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 100-YEAR, 24-HOUR STORM EVENT [PRE-DEVELOPED CONDITION] ------------------------------------------------------------------------------------------------------------------- ----------------------Drainage Area = 2.33(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.33(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 832.00(Ft.) Length along longest watercourse measured to centroid = 411.00(Ft.) Length along longest watercourse = 0.158 Mi. Length along longest watercourse measured to centroid = 0.078 Mi. Difference in elevation = 14.00(Ft.) Slope along watercourse = 88.8462 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.058 Hr. Lag time = 3.46 Min. 25% of lag time = 0.86 Min. 40% of lag time = 1.38 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 1.80 4.19 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 4.50 10.48 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.330 69.00 0.030 Total Area Entered = 2.33(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 69.0 84.4 0.194 0.030 0.189 1.000 0.189 Sum (F) = 0.189 Area averaged mean soil loss (F) (In/Hr) = 0.189 Minimum soil loss rate ((In/Hr)) = 0.094 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.900 ---------------------------------------------------------------------U n i t H y d r o g r a p h VALLEY S-Curve --------------------------------------------------------------------Unit Hydrograph Data ---------------------------------------------------------------------Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -------------------------------------------------- -------------------1 0.083 144.552 31.834 0.748 2 0.167 289.103 47.399 1.113 3 0.250 433.655 11.511 0.270 4 0.333 578.206 5.052 0.119 5 0.417 722.758 2.631 0.062 6 0.500 867.309 1.573 0.037 Sum = 100.000 Sum= 2.348 -----------------------------------------------------------------------The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.036 ( 0.334) 0.032 0.004 2 0.17 0.07 0.036 ( 0.333) 0.032 0.004 3 0.25 0.07 0.036 ( 0.332) 0.032 0.004 4 0.33 0.10 0.054 ( 0.330) 0.049 0.005 5 0.42 0.10 0.054 ( 0.329) 0.049 0.005 6 0.50 0.10 0.054 ( 0.328) 0.049 0.005 7 0.58 0.10 0.054 ( 0.327) 0.049 0.005 8 0.67 0.10 0.054 ( 0.325) 0.049 0.005 9 0.75 0.10 0.054 ( 0.324) 0.049 0.005 10 0.83 0.13 0.072 ( 0.323) 0.065 0.007 11 0.92 0.13 0.072 ( 0.322) 0.065 0.007 12 1.00 0.13 0.072 ( 0.320) 0.065 0.007 13 1.08 0.10 0.054 ( 0.319) 0.049 0.005 14 1.17 0.10 0.054 ( 0.318) 0.049 0.005 15 1.25 0.10 0.054 ( 0.316) 0.049 0.005 16 1.33 0.10 0.054 ( 0.315) 0.049 0.005 17 1.42 0.10 0.054 ( 0.314) 0.049 0.005 18 1.50 0.10 0.054 ( 0.313) 0.049 0.005 19 1.58 0.10 0.054 ( 0.311) 0.049 0.005 20 1.67 0.10 0.054 ( 0.310) 0.049 0.005 21 1.75 0.10 0.054 ( 0.309) 0.049 0.005 22 1.83 0.13 0.072 ( 0.308) 0.065 0.007 23 1.92 0.13 0.072 ( 0.306) 0.065 0.007 24 2.00 0.13 0.072 ( 0.305) 0.065 0.007 25 2.08 0.13 0.072 ( 0.304) 0.065 0.007 26 2.17 0.13 0.072 ( 0.303) 0.065 0.007 27 2.25 0.13 0.072 ( 0.302) 0.065 0.007 28 2.33 0.13 0.072 ( 0.300) 0.065 0.007 29 2.42 0.13 0.072 ( 0.299) 0.065 0.007 30 2.50 0.13 0.072 ( 0.298) 0.065 0.007 31 2.58 0.17 0.090 ( 0.297) 0.081 0.009 32 2.67 0.17 0.090 ( 0.295) 0.081 0.009 33 2.75 0.17 0.090 ( 0.294) 0.081 0.009 34 2.83 0.17 0.090 ( 0.293) 0.081 0.009 35 2.92 0.17 0.090 ( 0.292) 0.081 0.009 36 3.00 0.17 0.090 ( 0.291) 0.081 0.009 37 3.08 0.17 0.090 ( 0.289) 0.081 0.009 38 3.17 0.17 0.090 ( 0.288) 0.081 0.009 39 3.25 0.17 0.090 ( 0.287) 0.081 0.009 40 3.33 0.17 0.090 ( 0.286) 0.081 0.009 41 3.42 0.17 0.090 ( 0.285) 0.081 0.009 42 3.50 0.17 0.090 ( 0.283) 0.081 0.009 43 3.58 0.17 0.090 ( 0.282) 0.081 0.009 44 3.67 0.17 0.090 ( 0.281) 0.081 0.009 45 3.75 0.17 0.090 ( 0.280) 0.081 0.009 46 3.83 0.20 0.108 ( 0.279) 0.097 0.011 47 3.92 0.20 0.108 ( 0.278) 0.097 0.011 48 4.00 0.20 0.108 ( 0.276) 0.097 0.011 49 4.08 0.20 0.108 ( 0.275) 0.097 0.011 50 4.17 0.20 0.108 ( 0.274) 0.097 0.011 51 4.25 0.20 0.108 ( 0.273) 0.097 0.011 52 4.33 0.23 0.126 ( 0.272) 0.113 0.013 53 4.42 0.23 0.126 ( 0.270) 0.113 0.013 54 4.50 0.23 0.126 ( 0.269) 0.113 0.013 55 4.58 0.23 0.126 ( 0.268) 0.113 0.013 56 4.67 0.23 0.126 ( 0.267) 0.113 0.013 57 4.75 0.23 0.126 ( 0.266) 0.113 0.013 58 4.83 0.27 0.144 ( 0.265) 0.130 0.014 59 4.92 0.27 0.144 ( 0.264) 0.130 0.014 60 5.00 0.27 0.144 ( 0.262) 0.130 0.014 61 5.08 0.20 0.108 ( 0.261) 0.097 0.011 62 5.17 0.20 0.108 ( 0.260) 0.097 0.011 63 5.25 0.20 0.108 ( 0.259) 0.097 0.011 64 5.33 0.23 0.126 ( 0.258) 0.113 0.013 65 5.42 0.23 0.126 ( 0.257) 0.113 0.013 66 5.50 0.23 0.126 ( 0.256) 0.113 0.013 67 5.58 0.27 0.144 ( 0.255) 0.130 0.014 68 5.67 0.27 0.144 ( 0.253) 0.130 0.014 69 5.75 0.27 0.144 ( 0.252) 0.130 0.014 70 5.83 0.27 0.144 ( 0.251) 0.130 0.014 71 5.92 0.27 0.144 ( 0.250) 0.130 0.014 72 6.00 0.27 0.144 ( 0.249) 0.130 0.014 73 6.08 0.30 0.162 ( 0.248) 0.146 0.016 74 6.17 0.30 0.162 ( 0.247) 0.146 0.016 75 6.25 0.30 0.162 ( 0.246) 0.146 0.016 76 6.33 0.30 0.162 ( 0.245) 0.146 0.016 77 6.42 0.30 0.162 ( 0.243) 0.146 0.016 78 6.50 0.30 0.162 ( 0.242) 0.146 0.016 79 6.58 0.33 0.180 ( 0.241) 0.162 0.018 80 6.67 0.33 0.180 ( 0.240) 0.162 0.018 81 6.75 0.33 0.180 ( 0.239) 0.162 0.018 82 6.83 0.33 0.180 ( 0.238) 0.162 0.018 83 6.92 0.33 0.180 ( 0.237) 0.162 0.018 84 7.00 0.33 0.180 ( 0.236) 0.162 0.018 85 7.08 0.33 0.180 ( 0.235) 0.162 0.018 86 7.17 0.33 0.180 ( 0.234) 0.162 0.018 87 7.25 0.33 0.180 ( 0.233) 0.162 0.018 88 7.33 0.37 0.198 ( 0.232) 0.178 0.020 89 7.42 0.37 0.198 ( 0.231) 0.178 0.020 90 7.50 0.37 0.198 ( 0.229) 0.178 0.020 91 7.58 0.40 0.216 ( 0.228) 0.194 0.022 92 7.67 0.40 0.216 ( 0.227) 0.194 0.022 93 7.75 0.40 0.216 ( 0.226) 0.194 0.022 94 7.83 0.43 0.234 ( 0.225) 0.211 0.023 95 7.92 0.43 0.234 ( 0.224) 0.211 0.023 96 8.00 0.43 0.234 ( 0.223) 0.211 0.023 97 8.08 0.50 0.270 0.222 ( 0.243) 0.048 98 8.17 0.50 0.270 0.221 ( 0.243) 0.049 99 8.25 0.50 0.270 0.220 ( 0.243) 0.050 100 8.33 0.50 0.270 0.219 ( 0.243) 0.051 101 8.42 0.50 0.270 0.218 ( 0.243) 0.052 102 8.50 0.50 0.270 0.217 ( 0.243) 0.053 103 8.58 0.53 0.288 0.216 ( 0.259) 0.072 104 8.67 0.53 0.288 0.215 ( 0.259) 0.073 105 8.75 0.53 0.288 0.214 ( 0.259) 0.074 106 8.83 0.57 0.306 0.213 ( 0.275) 0.093 107 8.92 0.57 0.306 0.212 ( 0.275) 0.094 108 9.00 0.57 0.306 0.211 ( 0.275) 0.095 109 9.08 0.63 0.342 0.210 ( 0.308) 0.132 110 9.17 0.63 0.342 0.209 ( 0.308) 0.133 111 9.25 0.63 0.342 0.208 ( 0.308) 0.134 112 9.33 0.67 0.360 0.207 ( 0.324) 0.153 113 9.42 0.67 0.360 0.206 ( 0.324) 0.154 114 9.50 0.67 0.360 0.205 ( 0.324) 0.155 115 9.58 0.70 0.378 0.204 ( 0.340) 0.174 116 9.67 0.70 0.378 0.203 ( 0.340) 0.175 117 9.75 0.70 0.378 0.202 ( 0.340) 0.176 118 9.83 0.73 0.396 0.201 ( 0.356) 0.195 119 9.92 0.73 0.396 0.200 ( 0.356) 0.196 120 10.00 0.73 0.396 0.199 ( 0.356) 0.197 121 10.08 0.50 0.270 0.198 ( 0.243) 0.072 122 10.17 0.50 0.270 0.197 ( 0.243) 0.073 123 10.25 0.50 0.270 0.196 ( 0.243) 0.074 124 10.33 0.50 0.270 0.195 ( 0.243) 0.075 125 10.42 0.50 0.270 0.194 ( 0.243) 0.076 126 10.50 0.50 0.270 0.193 ( 0.243) 0.077 127 10.58 0.67 0.360 0.192 ( 0.324) 0.168 128 10.67 0.67 0.360 0.192 ( 0.324) 0.168 129 10.75 0.67 0.360 0.191 ( 0.324) 0.169 130 10.83 0.67 0.360 0.190 ( 0.324) 0.170 131 10.92 0.67 0.360 0.189 ( 0.324) 0.171 132 11.00 0.67 0.360 0.188 ( 0.324) 0.172 133 11.08 0.63 0.342 0.187 ( 0.308) 0.155 134 11.17 0.63 0.342 0.186 ( 0.308) 0.156 135 11.25 0.63 0.342 0.185 ( 0.308) 0.157 136 11.33 0.63 0.342 0.184 ( 0.308) 0.158 137 11.42 0.63 0.342 0.183 ( 0.308) 0.159 138 11.50 0.63 0.342 0.182 ( 0.308) 0.160 139 11.58 0.57 0.306 0.181 ( 0.275) 0.125 140 11.67 0.57 0.306 0.181 ( 0.275) 0.125 141 11.75 0.57 0.306 0.180 ( 0.275) 0.126 142 11.83 0.60 0.324 0.179 ( 0.292) 0.145 143 11.92 0.60 0.324 0.178 ( 0.292) 0.146 144 12.00 0.60 0.324 0.177 ( 0.292) 0.147 145 12.08 0.83 0.450 0.176 ( 0.405) 0.274 146 12.17 0.83 0.450 0.175 ( 0.405) 0.275 147 12.25 0.83 0.450 0.174 ( 0.405) 0.276 148 12.33 0.87 0.468 0.173 ( 0.421) 0.295 149 12.42 0.87 0.468 0.173 ( 0.421) 0.295 150 12.50 0.87 0.468 0.172 ( 0.421) 0.296 151 12.58 0.93 0.504 0.171 ( 0.454) 0.333 152 12.67 0.93 0.504 0.170 ( 0.454) 0.334 153 12.75 0.93 0.504 0.169 ( 0.454) 0.335 154 12.83 0.97 0.522 0.168 ( 0.470) 0.354 155 12.92 0.97 0.522 0.167 ( 0.470) 0.355 156 13.00 0.97 0.522 0.167 ( 0.470) 0.355 157 13.08 1.13 0.612 0.166 ( 0.551) 0.446 158 13.17 1.13 0.612 0.165 ( 0.551) 0.447 159 13.25 1.13 0.612 0.164 ( 0.551) 0.448 160 13.33 1.13 0.612 0.163 ( 0.551) 0.449 161 13.42 1.13 0.612 0.162 ( 0.551) 0.450 162 13.50 1.13 0.612 0.162 ( 0.551) 0.450 163 13.58 0.77 0.414 0.161 ( 0.373) 0.253 164 13.67 0.77 0.414 0.160 ( 0.373) 0.254 165 13.75 0.77 0.414 0.159 ( 0.373) 0.255 166 13.83 0.77 0.414 0.158 ( 0.373) 0.256 167 13.92 0.77 0.414 0.157 ( 0.373) 0.257 168 14.00 0.77 0.414 0.157 ( 0.373) 0.257 169 14.08 0.90 0.486 0.156 ( 0.437) 0.330 170 14.17 0.90 0.486 0.155 ( 0.437) 0.331 171 14.25 0.90 0.486 0.154 ( 0.437) 0.332 172 14.33 0.87 0.87 0.468 0.153 ( 0.421) 0.315 173 14.42 0.87 0.468 0.153 ( 0.421) 0.315 174 14.50 0.87 0.468 0.152 ( 0.421) 0.316 175 14.58 0.87 0.468 0.151 ( 0.421) 0.317 176 14.67 0.87 0.468 0.150 ( 0.421) 0.318 177 14.75 0.87 0.468 0.150 ( 0.421) 0.318 178 14.83 0.83 0.450 0.149 ( 0.405) 0.301 179 14.92 0.83 0.450 0.148 ( 0.405) 0.302 180 15.00 0.83 0.450 0.147 ( 0.405) 0.303 181 15.08 0.80 0.432 0.147 ( 0.389) 0.285 182 15.17 0.80 0.432 0.146 ( 0.389) 0.286 183 15.25 0.80 0.432 0.145 ( 0.389) 0.287 184 15.33 0.77 0.414 0.144 ( 0.373) 0.270 185 15.42 0.77 0.414 0.144 ( 0.373) 0.270 186 15.50 0.77 0.414 0.143 ( 0.373) 0.271 187 15.58 0.63 0.342 0.142 ( 0.308) 0.200 188 15.67 0.63 0.342 0.141 ( 0.308) 0.201 189 15.75 0.63 0.342 0.141 ( 0.308) 0.201 190 15.83 0.63 0.342 0.140 ( 0.308) 0.202 191 15.92 0.63 0.342 0.139 ( 0.308) 0.203 192 16.00 0.63 0.342 0.139 ( 0.308) 0.203 193 16.08 0.13 0.072 ( 0.138) 0.065 0.007 194 16.17 0.13 0.072 ( 0.137) 0.065 0.007 195 16.25 0.13 0.072 ( 0.136) 0.065 0.007 196 16.33 0.13 0.072 ( 0.136) 0.065 0.007 197 16.42 0.13 0.072 ( 0.135) 0.065 0.007 198 16.50 0.13 0.072 ( 0.134) 0.065 0.007 199 16.58 0.10 0.054 ( 0.134) 0.049 0.005 200 16.67 0.10 0.054 ( 0.133) 0.049 0.005 201 16.75 0.10 0.054 ( 0.132) 0.049 0.005 202 16.83 0.10 0.054 ( 0.132) 0.049 0.005 203 16.92 0.10 0.054 ( 0.131) 0.049 0.005 204 17.00 0.10 0.054 ( 0.130) 0.049 0.005 205 17.08 0.17 0.090 ( 0.130) 0.081 0.009 206 17.17 0.17 0.090 ( 0.129) 0.081 0.009 207 17.25 0.17 0.090 ( 0.128) 0.081 0.009 208 17.33 0.17 0.090 ( 0.128) 0.081 0.009 209 17.42 0.17 0.090 ( 0.127) 0.081 0.009 210 17.50 0.17 0.090 ( 0.126) 0.081 0.009 211 17.58 0.17 0.090 ( 0.126) 0.081 0.009 212 17.67 0.17 0.090 ( 0.125) 0.081 0.009 213 17.75 0.17 0.090 ( 0.125) 0.081 0.009 214 17.83 0.13 0.072 ( 0.124) 0.065 0.007 215 17.92 0.13 0.072 ( 0.123) 0.065 0.007 216 18.00 0.13 0.072 ( 0.123) 0.065 0.007 217 18.08 0.13 0.072 ( 0.122) 0.065 0.007 218 18.17 0.13 0.072 ( 0.121) 0.065 0.007 219 18.25 0.13 0.072 ( 0.121) 0.065 0.007 220 18.33 0.13 0.072 ( 0.120) 0.065 0.007 221 18.42 0.13 0.072 ( 0.120) 0.065 0.007 222 18.50 0.13 0.072 ( 0.119) 0.065 0.007 223 18.58 0.10 0.054 ( 0.119) 0.049 0.005 224 18.67 0.10 0.054 ( 0.118) 0.049 0.005 225 18.75 0.10 0.054 ( 0.117) 0.049 0.005 226 18.83 0.07 0.036 ( 0.117) 0.032 0.004 227 18.92 0.07 0.036 ( 0.116) 0.032 0.004 228 19.00 0.07 0.036 ( 0.116) 0.032 0.004 229 19.08 0.10 0.054 ( 0.115) 0.049 0.005 230 19.17 0.10 0.054 ( 0.115) 0.049 0.005 231 19.25 0.10 0.054 ( 0.114) 0.049 0.005 232 19.33 0.13 0.072 ( 0.114) 0.065 0.007 233 19.42 0.13 0.072 ( 0.113) 0.065 0.007 234 19.50 0.13 0.072 ( 0.113) 0.065 0.007 235 19.58 0.10 0.054 ( 0.112) 0.049 0.005 236 19.67 0.10 0.054 ( 0.112) 0.049 0.005 237 19.75 0.10 0.054 ( 0.111) 0.049 0.005 238 19.83 0.07 0.036 ( 0.111) 0.032 0.004 239 19.92 0.07 0.036 ( 0.110) 0.032 0.004 240 20.00 0.07 0.036 ( 0.110) 0.032 0.004 241 20.08 0.10 0.054 ( 0.109) 0.049 0.005 242 20.17 0.10 0.054 ( 0.109) 0.049 0.005 243 20.25 0.10 0.054 ( 0.108) 0.049 0.005 244 20.33 0.10 0.054 ( 0.108) 0.049 0.005 245 20.42 0.10 0.054 ( 0.107) 0.049 0.005 246 20.50 0.10 0.054 ( 0.107) 0.049 0.005 247 20.58 0.10 0.054 ( 0.106) 0.049 0.005 248 20.67 0.10 0.054 ( 0.106) 0.049 0.005 249 20.75 0.10 0.054 ( 0.105) 0.049 0.005 250 20.83 0.07 0.036 ( 0.105) 0.032 0.004 251 20.92 0.07 0.036 ( 0.105) 0.032 0.004 252 21.00 0.07 0.036 ( 0.104) 0.032 0.004 253 21.08 0.10 0.054 ( 0.104) 0.049 0.005 254 21.17 0.10 0.054 ( 0.103) 0.049 0.005 255 21.25 0.10 0.10 0.054 ( 0.103) 0.049 0.005 256 21.33 0.07 0.036 ( 0.102) 0.032 0.004 257 21.42 0.07 0.036 ( 0.102) 0.032 0.004 258 21.50 0.07 0.036 ( 0.102) 0.032 0.004 259 21.58 0.10 0.054 ( 0.101) 0.049 0.005 260 21.67 0.10 0.054 ( 0.101) 0.049 0.005 261 21.75 0.10 0.054 ( 0.101) 0.049 0.005 262 21.83 0.07 0.036 ( 0.100) 0.032 0.004 263 21.92 0.07 0.036 ( 0.100) 0.032 0.004 264 22.00 0.07 0.036 ( 0.100) 0.032 0.004 265 22.08 0.10 0.054 ( 0.099) 0.049 0.005 266 22.17 0.10 0.054 ( 0.099) 0.049 0.005 267 22.25 0.10 0.054 ( 0.099) 0.049 0.005 268 22.33 0.07 0.036 ( 0.098) 0.032 0.004 269 22.42 0.07 0.036 ( 0.098) 0.032 0.004 270 22.50 0.07 0.036 ( 0.098) 0.032 0.004 271 22.58 0.07 0.036 ( 0.097) 0.032 0.004 272 22.67 0.07 0.036 ( 0.097) 0.032 0.004 273 22.75 0.07 0.036 ( 0.097) 0.032 0.004 274 22.83 0.07 0.036 ( 0.097) 0.032 0.004 275 22.92 0.07 0.036 ( 0.096) 0.032 0.004 276 23.00 0.07 0.036 ( 0.096) 0.032 0.004 277 23.08 0.07 0.036 ( 0.096) 0.032 0.004 278 23.17 0.07 0.036 ( 0.096) 0.032 0.004 279 23.25 0.07 0.036 ( 0.096) 0.032 0.004 280 23.33 0.07 0.036 ( 0.095) 0.032 0.004 281 23.42 0.07 0.036 ( 0.095) 0.032 0.004 282 23.50 0.07 0.036 ( 0.095) 0.032 0.004 283 23.58 0.07 0.036 ( 0.095) 0.032 0.004 284 23.67 0.07 0.036 ( 0.095) 0.032 0.004 285 23.75 0.07 0.036 ( 0.095) 0.032 0.004 286 23.83 0.07 0.036 ( 0.094) 0.032 0.004 287 23.92 0.07 0.036 ( 0.094) 0.032 0.004 288 24.00 0.07 0.036 ( 0.094) 0.032 0.004 (Loss Rate Not Used) Sum = 100.0 Sum = 22.3 Flood volume = Effective rainfall 1.86(In) times area 2.3(Ac.)/[(In)/(Ft.)] = 0.4(Ac.Ft) Total soil loss = 2.64(In) Total soil loss = 0.513(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 15719.0 Cubic Feet Total soil loss = 22341.3 Cubic Feet -------------------------------------------------- ------------------Peak flow rate of this hydrograph = 1.056(CFS) --------------------------------------------------------------------++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++ 24 -H O U R S T O R M R u n o f f H y d r o g r a p h --------------------------------------------------------------------Hydrograph in 5 Minute intervals ((CFS)) --------------------------------- -----------------------------------Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 -----------------------------------------------------------------------0+ 5 0.0000 0.00 Q | | | | 0+10 0.0001 0.01 Q | | | | 0+15 0.0001 0.01 Q | | | | 0+20 0.0002 0.01 Q | | | | 0+25 0.0003 0.01 Q | | | | 0+30 0.0003 0.01 Q | | | | 0+35 0.0004 0.01 Q | | | | 0+40 0.0005 0.01 Q | | | | 0+45 0.0006 0.01 Q | | | | 0+50 0.0007 0.01 Q | | | | 0+55 0.0008 0.02 Q | | | | 1+ 0 0.0009 0.02 Q | | | | 1+ 5 0.0010 0.02 Q | | | | 1+10 0.0011 0.01 Q | | | | 1+15 0.0012 0.01 Q | | | | 1+20 0.0013 0.01 Q | | | | 1+25 0.0014 0.01 Q | | | | 1+30 0.0015 0.01 Q | | | | 1+35 0.0016 0.01 Q | | | | 1+40 0.0017 0.01 Q | | | | 1+45 0.0017 0.01 Q | | | | 1+50 0.0018 0.01 Q | | | | 1+55 0.0020 0.02 Q | | | | 2+ 0 0.0021 0.02 Q | | | | 2+ 5 0.0022 0.02 Q | | | | 2+10 0.0023 0.02 Q | | | | 2+15 0.0024 0.02 Q | | | | 2+20 0.0025 0.02 Q | | | | 2+25 0.0026 0.02 Q | | | | 2+30 0.0028 0.02 Q | | | | 2+35 0.0029 0.02 Q | | | | 2+40 0.0030 0.02 Q | | | | 2+45 0.0032 0.02 Q | | | | 2+50 0.0033 0.02 Q | | | | 2+55 0.0035 0.02 Q | | | | 3+ 0 0.0036 0.02 Q | | | | 3+ 5 0.0038 0.02 Q | | | | 3+10 0.0039 0.02 Q | | | | 3+15 0.0040 0.02 Q | | | | 3+20 0.0042 0.02 Q | | | | 3+25 0.0043 0.02 Q | | | | 3+30 0.0045 0.02 Q | | | | 3+35 0.0046 0.02 Q | | | | 3+40 0.0048 0.02 Q | | | | 3+45 0.0049 0.02 Q | | | | 3+50 0.0051 0.02 Q | | | | 3+55 0.0052 0.02 Q | | | | 4+ 0 0.0054 0.02 Q | | | | 4+ 5 0.0056 0.03 Q | | | | 4+10 0.0058 0.03 Q | | | | 4+15 0.0059 0.03 Q | | | | 4+20 0.0061 0.03 Q | | | | 4+25 0.0063 0.03 Q | | | | 4+30 0.0065 0.03 Q | | | | 4+35 0.0067 0.03 Q | | | | 4+40 0.0069 0.03 Q | | | | 4+45 0.0071 0.03 Q | | | | 4+50 0.0073 0.03 Q | | | | 4+55 0.0076 0.03 Q | | | | 5+ 0 0.0078 0.03 Q | | | | 5+ 5 0.0080 0.03 Q | | | | 5+10 0.0082 0.03 Q | | | | 5+15 0.0084 0.03 Q | | | | 5+20 0.0086 0.03 Q | | | | 5+25 0.0088 0.03 Q | | | | 5+30 0.0090 0.03 Q | | | | 5+35 0.0092 0.03 QV | | | | 5+40 0.0094 0.03 QV | | | | 5+45 0.0096 0.03 QV | | | | 5+50 0.0099 0.03 QV | | | | 5+55 0.0101 0.03 QV | | | | 6+ 0 0.0103 0.03 QV | | | | 6+ 5 0.0106 0.04 QV | | | | 6+10 0.0108 0.04 QV | | | | 6+15 0.0111 0.04 QV | | | | 6+20 0.0113 0.04 QV | | | | 6+25 0.0116 0.04 QV | | | | 6+30 0.0119 0.04 QV | | | | 6+35 0.0121 0.04 QV | | | | 6+40 0.0124 0.04 QV | | | | 6+45 0.0127 0.04 QV | | | | 6+50 0.0130 0.04 QV | | | | 6+55 0.0133 0.04 QV | | | | 7+ 0 0.0136 0.04 QV | | | | 7+ 5 0.0139 0.04 QV | | | | 7+10 0.0142 0.04 QV | | | | 7+15 0.0145 0.04 QV | | | | 7+20 0.0148 0.04 QV | | | | 7+25 0.0151 0.05 QV | | | | 7+30 0.0154 0.05 QV | | | | 7+35 0.0157 0.05 QV | | | | 7+40 0.0161 0.05 QV | | | | 7+45 0.0164 0.05 QV | | | | 7+50 0.0168 0.05 QV | | | | 7+55 0.0171 0.05 QV | | | | 8+ 0 0.0175 0.05 QV | | | | 8+ 5 0.0180 0.07 QV | | | | 8+10 0.0187 0.10 Q V | | | | 8+15 0.0195 0.11 Q V | | | | 8+20 0.0203 0.11 Q V | | | | 8+25 0.0211 0.12 Q V | | | | 8+30 0.0219 0.12 Q V | | | | 8+35 0.0229 0.14 Q V | | | | 8+40 0.0240 0.16 Q V | | | | 8+45 0.0251 0.17 Q V | | | | 8+50 0.0264 0.19 Q V | | | | 8+55 0.0278 0.21 Q V | | | | 9+ 0 0.0293 0.22 Q V | | | | 9+ 5 0.0311 0.25 Q V | | | | 9+10 0.0331 0.29 |Q V | | | | 9+15 0.0352 0.30 |Q V | | | | 9+20 0.0374 0.32 |Q V | | | | 9+25 0.0398 0.35 |Q V | | | | 9+30 0.0423 0.36 |Q V | | | | 9+35 0.0449 0.38 |Q V | | | | 9+40 0.0476 0.40 |Q V | | | | 9+45 0.0504 0.41 |Q V | | | | 9+50 0.0533 0.42 |Q V | | | | 9+55 0.0564 0.45 |Q V | | | | 10+ 0 0.0596 0.46 |Q V | | | | 10+ 5 0.0621 0.37 |Q V | | | | 10+10 0.0637 0.23 Q V | | | | 10+10+15 0.0650 0.20 Q V | | | | 10+20 0.0663 0.19 Q V | | | | 10+25 0.0675 0.18 Q V | | | | 10+30 0.0688 0.18 Q V | | | | 10+35 0.0705 0.25 Q V | | | | 10+40 0.0729 0.35 |Q V | | | | 10+45 0.0755 0.38 |Q V | | | | 10+50 0.0781 0.39 |Q V | | | | 10+55 0.0809 0.40 |Q V | | | | 11+ 0 0.0836 0.40 |Q V| | | | 11+ 5 0.0863 0.39 |Q V| | | | 11+10 0.0889 0.37 |Q V| | | | 11+15 0.0915 0.37 |Q V | | | 11+20 0.0940 0.37 |Q V | | | 11+25 0.0966 0.37 |Q V | | | 11+30 0.0991 0.37 |Q V | | | 11+35 0.1015 0.35 |Q |V | | | 11+40 0.1037 0.31 |Q |V | | | 11+45 0.1058 0.30 |Q |V | | | 11+50 0.1079 0.31 |Q |V | | | 11+55 0.1102 0.33 |Q | V | | | 12+ 0 0.1126 0.34 |Q | V | | | 12+ 5 0.1156 0.44 |Q | V | | | 12+10 0.1196 0.58 | Q | V | | | 12+15 0.1238 0.62 | Q | V | | | 12+20 0.1283 0.65 | Q | V | | | 12+25 0.1330 0.68 | Q | V | | | 12+30 0.1377 0.69 | Q | V | | | 12+35 0.1427 0.72 | Q | V | | | 12+40 0.1480 0.76 | Q | V | | | 12+45 0.1533 0.78 | Q | V | | | 12+50 0.1588 0.80 | Q | V | | | 12+55 0.1644 0.82 | Q | V | | | 13+ 0 0.1702 0.83 | Q | V | | | 13+ 5 0.1764 0.90 | Q | V| | | 13+10 0.1833 1.00 | Q | V | | 13+15 0.1904 1.03 | Q | |V | | 13+20 0.1976 1.04 | Q | |V | | 13+25 0.2048 1.05 | Q | | V | | 13+30 0.2121 1.06 | Q | | V | | 13+35 0.2183 0.91 | Q | | V | | 13+40 0.2231 0.69 | Q | | V | | 13+45 0.2275 0.64 | Q | | V | | 13+50 0.2318 0.62 | Q | | V | | 13+55 0.2360 0.61 | Q | | V | | 14+ 0 0.2401 0.60 | Q | | V | | 14+ 5 0.2446 0.66 | Q | | V | | 14+10 0.2497 0.74 | Q | | V | | 14+15 0.2550 0.76 | Q | | V | | 14+20 0.2602 0.76 | Q | | V | | 14+25 0.2653 0.74 | Q | | V| | 14+30 0.2705 0.74 | Q | | V| | 14+35 0.2756 0.74 | Q | | V | 14+40 0.2807 0.75 | Q | | |V | 14+45 0.2859 0.75 | Q | | |V | 14+50 0.2909 0.73 | Q | | | V | 14+55 0.2959 0.72 | Q | | | V | 15+ 0 0.3008 0.71 | Q | | | V | 15+ 5 0.3056 0.70 | Q | | | V | 15+10 0.3103 0.68 | Q | | | V | 15+15 0.3149 0.68 | Q | | | V | 15+20 0.3195 0.66 | Q | | | V | 15+25 0.3239 0.64 | Q | | | V | 15+30 0.3283 0.64 | Q | | | V | 15+35 0.3323 0.58 | Q | | | V | 15+40 0.3358 0.51 | Q | | | V | 15+45 0.3392 0.49 |Q | | | V | 15+50 0.3425 0.48 |Q | | | V | 15+55 0.3458 0.48 |Q | | | V | 16+ 0 0.3491 0.48 |Q | | | V | 16+ 5 0.3513 0.33 |Q | | | V | 16+10 0.3521 0.11 Q | | | V| 16+15 0.3525 0.06 Q | | | V| 16+20 0.3528 0.04 Q | | | V| 16+25 0.3529 0.02 Q | | | V| 16+30 0.3530 0.02 Q | | | V| 16+35 0.3532 0.02 Q | | | V| 16+40 0.3533 0.01 Q | | | V| 16+45 0.3533 0.01 Q | | | V| 16+50 0.3534 0.01 Q | | | V| 16+55 0.3535 0.01 Q | | | V| 17+ 0 0.3536 0.01 Q | | | V| 17+ 5 0.3537 0.02 Q | | | V| 17+10 0.3538 0.02 Q | | | V| 17+15 0.3540 0.02 Q | | | V| 17+20 0.3541 0.02 Q | | | V| 17+25 0.3543 0.02 Q | | | V| 17+30 0.3544 0.02 Q | | | V| 17+35 0.3546 0.02 Q | | | V| 17+40 0.3547 0.02 Q | | | V| 17+45 0.3549 0.02 Q | | | V| 17+50 0.3550 0.02 Q | | | V| 17+55 0.3551 0.02 Q | | | V| 18+ 0 0.3552 0.02 Q | | | V| 18+ 5 0.3553 0.02 Q | | | V| 18+10 0.3555 0.02 Q | | | V| 18+15 0.3556 0.02 Q | | | V| 18+20 0.3557 0.02 Q | | | V| 18+25 0.3558 0.02 Q | | | V| 18+30 0.3559 0.02 Q | | | V| 18+35 0.3560 0.02 Q | | | V| 18+40 0.3561 0.01 Q | | | V| 18+45 0.3562 0.01 Q | | | V| 18+50 0.3563 0.01 Q | | | V| 18+55 0.3564 0.01 Q | | | V| 19+ 0 0.3564 0.01 Q | | | V| 19+ 5 0.3565 0.01 Q | | | V| 19+10 0.3566 0.01 Q | | | V| 19+15 0.3567 0.01 Q | | | V| 19+20 0.3568 0.01 Q | | | V| 19+25 0.3569 0.02 Q | | | V| 19+30 0.3570 0.02 Q | | | V| 19+35 0.3571 0.02 Q | | | V| 19+40 0.3572 0.01 Q | | | V| 19+45 0.3573 0.01 Q | | | V| 19+50 0.3574 0.01 Q | | | V| 19+55 0.3574 0.01 Q | | | V| 20+ 0 0.3575 0.01 Q | | | V| 20+ 5 0.3575 0.01 Q | | | V| 20+10 0.3576 0.01 Q | | | V| 20+15 0.3577 0.01 Q | | | V| 20+20 0.3578 0.01 Q | | | V| 20+25 0.3579 0.01 Q | | | V| 20+30 0.3580 0.01 Q | | | V| 20+35 0.3581 0.01 Q | | | V| 20+40 0.3581 0.01 Q | | | V| 20+45 0.3582 0.01 Q | | | V| 20+50 0.3583 0.01 Q | | | V| 20+55 0.3584 0.01 Q | | | V| 21+ 0 0.3584 0.01 Q | | | V| 21+ 5 0.3585 0.01 Q | | | V| 21+10 0.3586 0.01 Q | | | V| 21+15 0.3587 0.01 Q | | | V| 21+20 0.3588 0.01 Q | | | V| 21+25 0.3588 0.01 Q | | | V| 21+30 0.3589 0.01 Q | | | V| 21+35 0.3589 0.01 Q | | | V| 21+40 0.3590 0.01 Q | | | V| 21+45 0.3591 0.01 Q | | | V| 21+50 0.3592 0.01 Q | | | V| 21+55 0.3593 0.01 Q | | | V| 22+ 0 0.3593 0.01 Q | | | V| 22+ 5 0.3594 0.01 Q | | | V| 22+10 0.3595 0.01 Q | | | V| 22+15 0.3595 0.01 Q | | | V| 22+20 0.3596 0.01 Q | | | V| 22+25 0.3597 0.01 Q | | | V| 22+30 0.3597 0.01 Q | | | V| 22+35 0.3598 0.01 Q | | | V| 22+40 0.3599 0.01 Q | | | V| 22+45 0.3599 0.01 Q | | | V| 22+50 0.3600 0.01 Q | | | V| 22+55 0.3600 0.01 Q | | | V| 23+ 0 0.3601 0.01 Q | | | V| 23+ 5 0.3602 0.01 Q | | | V| 23+10 0.3602 0.01 Q | | | V| 23+15 0.3603 0.01 Q | | | V| 23+20 0.3603 0.01 Q | | | V| 23+25 0.3604 0.01 Q | | | V| 23+30 0.3604 0.01 Q | | | V| 23+35 0.3605 0.01 Q | | | V| 23+40 0.3606 0.01 Q | | | V| 23+45 0.3606 0.01 Q | | | V| 23+50 0.3607 0.01 Q | | | V| 23+55 0.3607 0.01 Q | | | V| 24+ 0 0.3608 0.01 Q | | | V| 24+ 5 0.3608 0.01 Q | | | V| 24+10 0.3609 0.00 Q | | | V| 24+15 0.3609 0.00 Q | | | V| 24+20 0.3609 0.00 Q | | | V| 24+25 0.3609 0.00 Q | | | V| ----------------------------------------------------------------------- U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2008, Version 8.1 Study date 02/02/12 File: mlpost242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++ ++++++++++++++++++ ------------------------------------------------------------------------Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date -April 1978 Program License Serial Number 5009 ---------------------------------------------------------------------English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 2-YEAR, 24-HOUR STORM EVENT [POST-DEVELOPED CONDITION] -------------------------------------------------------------------------------------------------------------------- ---------------------Drainage Area = 2.33(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.33(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 832.00(Ft.) Length along longest watercourse measured to centroid = 411.00(Ft.) Length along longest watercourse = 0.158 Mi. Length along longest watercourse measured to centroid = 0.078 Mi. Difference in elevation = 14.00(Ft.) Slope along watercourse = 88.8462 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.029 Hr. Lag time = 1.73 Min. 25% of lag time = 0.43 Min. 40% of lag time = 0.69 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 1.80 4.19 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 4.50 10.48 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 1.800(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 1.800(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.330 56.00 0.810 Total Area Entered = 2.33(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 36.0 0.706 0.706 0.810 0.191 1.000 0.191 Sum (F) = 0.191 Area averaged mean soil loss (F) (In/Hr) = 0.191 Minimum soil loss rate ((In/Hr)) = 0.096 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.250 --------------------- ------------------------------------------------U n i t H y d r o g r a p h VALLEY S-Curve --------------------------------------------------------------------Unit Hydrograph Data ---------------------------------------------------------------------Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -------------------------------------------------- -------------------1 0.083 289.103 55.533 1.304 2 0.167 578.206 37.737 0.886 3 0.250 867.309 6.730 0.158 Sum = 100.000 Sum= 2.348 --------------------------------------------------------------------- --The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.014 ( 0.339) 0.004 0.011 2 0.17 0.07 0.014 ( 0.338) 0.004 0.011 3 0.25 0.07 0.014 ( 0.337) 0.004 0.011 4 0.33 0.10 0.022 ( 0.335) 0.005 0.016 5 0.42 0.10 0.022 ( 0.334) 0.005 0.016 6 0.50 0.10 0.022 ( 0.333) 0.005 0.016 7 0.58 0.10 0.022 ( 0.331) 0.005 0.016 8 0.67 0.10 0.022 ( 0.330) 0.005 0.016 9 0.75 0.10 0.022 ( 0.329) 0.005 0.016 10 0.83 0.13 0.029 ( 0.327) 0.007 0.022 11 0.92 0.13 0.029 ( 0.326) 0.007 0.022 12 1.00 0.13 0.029 ( 0.325) 0.007 0.022 13 1.08 0.10 0.022 ( 0.324) 0.005 0.016 14 1.17 0.10 0.022 ( 0.322) 0.005 0.016 15 1.25 0.10 0.022 ( 0.321) 0.005 0.016 16 1.33 0.10 0.022 ( 0.320) 0.005 0.016 17 1.42 0.10 0.022 ( 0.318) 0.005 0.016 18 1.50 0.10 0.022 ( 0.317) 0.005 0.016 19 1.58 0.10 0.022 ( 0.316) 0.005 0.016 20 1.67 0.10 0.022 ( 0.315) 0.005 0.016 21 1.75 0.10 0.022 ( 0.313) 0.005 0.016 22 1.83 0.13 0.029 ( 0.312) 0.007 0.022 23 1.92 0.13 0.029 ( 0.311) 0.007 0.022 24 2.00 0.13 0.029 ( 0.310) 0.007 0.022 25 2.08 0.13 0.029 ( 0.308) 0.007 0.022 26 2.17 0.13 0.029 ( 0.307) 0.007 0.022 27 2.25 0.13 0.029 ( 0.306) 0.007 0.022 28 2.33 0.13 0.029 ( 0.305) 0.007 0.022 29 2.42 0.13 0.029 ( 0.303) 0.007 0.022 30 2.50 0.13 0.029 ( 0.302) 0.007 0.022 31 2.58 0.17 0.036 ( 0.301) 0.009 0.027 32 2.67 0.17 0.036 ( 0.300) 0.009 0.027 33 2.75 0.17 0.036 ( 0.298) 0.009 0.027 34 2.83 0.17 0.036 ( 0.297) 0.009 0.027 35 2.92 0.17 0.036 ( 0.296) 0.009 0.027 36 3.00 0.17 0.036 ( 0.295) 0.009 0.027 37 3.08 0.17 0.036 ( 0.294) 0.009 0.027 38 3.17 0.17 0.036 ( 0.292) 0.009 0.027 39 3.25 0.17 0.036 ( 0.291) 0.009 0.027 40 3.33 0.17 0.036 ( 0.290) 0.009 0.027 41 3.42 0.17 0.036 ( 0.289) 0.009 0.027 42 3.50 0.17 0.036 ( 0.288) 0.009 0.027 43 3.58 0.17 0.036 ( 0.286) 0.009 0.027 44 3.67 0.17 0.036 ( 0.285) 0.009 0.027 45 3.75 0.17 0.036 ( 0.284) 0.009 0.027 46 3.83 0.20 0.043 ( 0.283) 0.011 0.032 47 3.92 0.20 0.043 ( 0.282) 0.011 0.032 48 4.00 0.20 0.043 ( 0.280) 0.011 0.032 49 4.08 0.20 0.043 ( 0.279) 0.011 0.032 50 4.17 0.20 0.043 ( 0.278) 0.011 0.032 51 4.25 0.20 0.043 ( 0.277) 0.011 0.032 52 4.33 0.23 0.050 ( 0.276) 0.013 0.038 53 4.42 0.23 0.050 ( 0.274) 0.013 0.038 54 4.50 0.23 0.050 ( 0.273) 0.013 0.038 55 4.58 0.23 0.050 ( 0.272) 0.013 0.038 56 4.67 0.23 0.050 ( 0.271) 0.013 0.038 57 4.75 0.23 0.050 ( 0.270) 0.013 0.038 58 4.83 0.27 0.058 ( 0.269) 0.014 0.043 59 4.92 0.27 0.058 ( 0.267) 0.014 0.043 60 5.00 0.27 0.058 ( 0.266) 0.014 0.043 61 5.08 0.20 0.043 ( ( 0.265) 0.011 0.032 62 5.17 0.20 0.043 ( 0.264) 0.011 0.032 63 5.25 0.20 0.043 ( 0.263) 0.011 0.032 64 5.33 0.23 0.050 ( 0.262) 0.013 0.038 65 5.42 0.23 0.050 ( 0.260) 0.013 0.038 66 5.50 0.23 0.050 ( 0.259) 0.013 0.038 67 5.58 0.27 0.058 ( 0.258) 0.014 0.043 68 5.67 0.27 0.058 ( 0.257) 0.014 0.043 69 5.75 0.27 0.058 ( 0.256) 0.014 0.043 70 5.83 0.27 0.058 ( 0.255) 0.014 0.043 71 5.92 0.27 0.058 ( 0.254) 0.014 0.043 72 6.00 0.27 0.058 ( 0.253) 0.014 0.043 73 6.08 0.30 0.065 ( 0.251) 0.016 0.049 74 6.17 0.30 0.065 ( 0.250) 0.016 0.049 75 6.25 0.30 0.065 ( 0.249) 0.016 0.049 76 6.33 0.30 0.065 ( 0.248) 0.016 0.049 77 6.42 0.30 0.065 ( 0.247) 0.016 0.049 78 6.50 0.30 0.065 ( 0.246) 0.016 0.049 79 6.58 0.33 0.072 ( 0.245) 0.018 0.054 80 6.67 0.33 0.072 ( 0.244) 0.018 0.054 81 6.75 0.33 0.072 ( 0.243) 0.018 0.054 82 6.83 0.33 0.072 ( 0.241) 0.018 0.054 83 6.92 0.33 0.072 ( 0.240) 0.018 0.054 84 7.00 0.33 0.072 ( 0.239) 0.018 0.054 85 7.08 0.33 0.072 ( 0.238) 0.018 0.054 86 7.17 0.33 0.072 ( 0.237) 0.018 0.054 87 7.25 0.33 0.072 ( 0.236) 0.018 0.054 88 7.33 0.37 0.079 ( 0.235) 0.020 0.059 89 7.42 0.37 0.079 ( 0.234) 0.020 0.059 90 7.50 0.37 0.079 ( 0.233) 0.020 0.059 91 7.58 0.40 0.086 ( 0.232) 0.022 0.065 92 7.67 0.40 0.086 ( 0.231) 0.022 0.065 93 7.75 0.40 0.086 ( 0.230) 0.022 0.065 94 7.83 0.43 0.094 ( 0.229) 0.023 0.070 95 7.92 0.43 0.094 ( 0.227) 0.023 0.070 96 8.00 0.43 0.094 ( 0.226) 0.023 0.070 97 8.08 0.50 0.108 ( 0.225) 0.027 0.081 98 8.17 0.50 0.108 ( 0.224) 0.027 0.081 99 8.25 0.50 0.108 ( 0.223) 0.027 0.081 100 8.33 0.50 0.108 ( 0.222) 0.027 0.081 101 8.42 0.50 0.108 ( 0.221) 0.027 0.081 102 8.50 0.50 0.108 ( 0.220) 0.027 0.081 103 8.58 0.53 0.115 ( 0.219) 0.029 0.086 104 8.67 0.53 0.115 ( 0.218) 0.029 0.086 105 8.75 0.53 0.115 ( 0.217) 0.029 0.086 106 8.83 0.57 0.122 ( 0.216) 0.031 0.092 107 8.92 0.57 0.122 ( 0.215) 0.031 0.092 108 9.00 0.57 0.122 ( 0.214) 0.031 0.092 109 9.08 0.63 0.137 ( 0.213) 0.034 0.103 110 9.17 0.63 0.137 ( 0.212) 0.034 0.103 111 9.25 0.63 0.137 ( 0.211) 0.034 0.103 112 9.33 0.67 0.144 ( 0.210) 0.036 0.108 113 9.42 0.67 0.144 ( 0.209) 0.036 0.108 114 9.50 0.67 0.144 ( 0.208) 0.036 0.108 115 9.58 0.70 0.151 ( 0.207) 0.038 0.113 116 9.67 0.70 0.151 ( 0.206) 0.038 0.113 117 9.75 0.70 0.151 ( 0.205) 0.038 0.113 118 9.83 0.73 0.158 ( 0.204) 0.040 0.119 119 9.92 0.73 0.158 ( 0.203) 0.040 0.119 120 10.00 0.73 0.158 ( 0.202) 0.040 0.119 121 10.08 0.50 0.108 ( 0.201) 0.027 0.081 122 10.17 0.50 0.108 ( 0.200) 0.027 0.081 123 10.25 0.50 0.108 ( 0.199) 0.027 0.081 124 10.33 0.50 0.108 ( 0.198) 0.027 0.081 125 10.42 0.50 0.108 ( 0.197) 0.027 0.081 126 10.50 0.50 0.108 ( 0.196) 0.027 0.081 127 10.58 0.67 0.144 ( 0.195) 0.036 0.108 128 10.67 0.67 0.144 ( 0.194) 0.036 0.108 129 10.75 0.67 0.144 ( 0.193) 0.036 0.108 130 10.83 0.67 0.144 ( 0.192) 0.036 0.108 131 10.92 0.67 0.144 ( 0.191) 0.036 0.108 132 11.00 0.67 0.144 ( 0.191) 0.036 0.108 133 11.08 0.63 0.137 ( 0.190) 0.034 0.103 134 11.17 0.63 0.137 ( 0.189) 0.034 0.103 135 11.25 0.63 0.137 ( 0.188) 0.034 0.103 136 11.33 0.63 0.137 ( 0.187) 0.034 0.103 137 11.42 0.63 0.137 ( 0.186) 0.034 0.103 138 11.50 0.63 0.137 ( 0.185) 0.034 0.103 139 11.58 0.57 0.122 ( 0.184) 0.031 0.092 140 11.67 0.57 0.122 ( 0.183) 0.031 0.092 141 11.75 0.57 0.122 ( 0.182) 0.031 0.092 142 11.83 0.60 0.130 ( 0.181) 0.032 0.097 143 11.92 0.60 0.130 ( 0.180) 0.032 0.097 144 12.00 0.60 0.130 ( 0.179) 0.032 0.097 145 12.08 0.83 0.180 ( 0.179) 0.045 0.135 146 12.17 0.83 0.180 ( 0.178) 0.045 0.135 147 12.25 0.83 0.180 ( 0.177) 0.045 0.135 148 12.33 0.87 0.187 ( 0.176) 0.047 0.140 149 12.42 0.87 0.187 ( 0.175) 0.047 0.140 150 12.50 0.87 0.187 ( 0.174) 0.047 0.140 151 12.58 0.93 0.202 ( 0.173) 0.050 0.151 152 12.67 0.93 0.202 ( 0.172) 0.050 0.151 153 12.75 0.93 0.202 ( 0.172) 0.050 0.151 154 12.83 0.97 0.209 ( 0.171) 0.052 0.157 155 12.92 0.97 0.209 ( 0.170) 0.052 0.157 156 13.00 0.97 0.209 ( 0.169) 0.052 0.157 157 13.08 1.13 0.245 ( 0.168) 0.061 0.184 158 13.17 1.13 0.245 ( 0.167) 0.061 0.184 159 13.25 1.13 0.245 ( 0.166) 0.061 0.184 160 13.33 1.13 0.245 ( 0.166) 0.061 0.184 161 13.42 1.13 0.245 ( 0.165) 0.061 0.184 162 13.50 1.13 0.245 ( 0.164) 0.061 0.184 163 13.58 0.77 0.166 ( 0.163) 0.041 0.124 164 13.67 0.77 0.166 ( 0.162) 0.041 0.124 165 13.75 0.77 0.166 ( 0.161) 0.041 0.124 166 13.83 0.77 0.166 ( 0.161) 0.041 0.124 167 13.92 0.77 0.166 ( 0.160) 0.041 0.124 168 14.00 0.77 0.166 ( 0.159) 0.041 0.124 169 14.08 0.90 0.194 ( 0.158) 0.049 0.146 170 14.17 0.90 0.194 ( 0.157) 0.049 0.146 171 14.25 0.90 0.194 ( 0.157) 0.049 0.146 172 14.33 0.87 0.187 ( 0.156) 0.047 0.140 173 14.42 0.87 0.187 ( 0.155) 0.047 0.140 174 14.50 0.87 0.187 ( 0.154) 0.047 0.140 175 14.58 0.87 0.87 0.187 ( 0.153) 0.047 0.140 176 14.67 0.87 0.187 ( 0.153) 0.047 0.140 177 14.75 0.87 0.187 ( 0.152) 0.047 0.140 178 14.83 0.83 0.180 ( 0.151) 0.045 0.135 179 14.92 0.83 0.180 ( 0.150) 0.045 0.135 180 15.00 0.83 0.180 ( 0.149) 0.045 0.135 181 15.08 0.80 0.173 ( 0.149) 0.043 0.130 182 15.17 0.80 0.173 ( 0.148) 0.043 0.130 183 15.25 0.80 0.173 ( 0.147) 0.043 0.130 184 15.33 0.77 0.166 ( 0.146) 0.041 0.124 185 15.42 0.77 0.166 ( 0.146) 0.041 0.124 186 15.50 0.77 0.166 ( 0.145) 0.041 0.124 187 15.58 0.63 0.137 ( 0.144) 0.034 0.103 188 15.67 0.63 0.137 ( 0.143) 0.034 0.103 189 15.75 0.63 0.137 ( 0.143) 0.034 0.103 190 15.83 0.63 0.137 ( 0.142) 0.034 0.103 191 15.92 0.63 0.137 ( 0.141) 0.034 0.103 192 16.00 0.63 0.137 ( 0.141) 0.034 0.103 193 16.08 0.13 0.029 ( 0.140) 0.007 0.022 194 16.17 0.13 0.029 ( 0.139) 0.007 0.022 195 16.25 0.13 0.029 ( 0.138) 0.007 0.022 196 16.33 0.13 0.029 ( 0.138) 0.007 0.022 197 16.42 0.13 0.029 ( 0.137) 0.007 0.022 198 16.50 0.13 0.029 ( 0.136) 0.007 0.022 199 16.58 0.10 0.022 ( 0.136) 0.005 0.016 200 16.67 0.10 0.022 ( 0.135) 0.005 0.016 201 16.75 0.10 0.022 ( 0.134) 0.005 0.016 202 16.83 0.10 0.022 ( 0.134) 0.005 0.016 203 16.92 0.10 0.022 ( 0.133) 0.005 0.016 204 17.00 0.10 0.022 ( 0.132) 0.005 0.016 205 17.08 0.17 0.036 ( 0.131) 0.009 0.027 206 17.17 0.17 0.036 ( 0.131) 0.009 0.027 207 17.25 0.17 0.036 ( 0.130) 0.009 0.027 208 17.33 0.17 0.036 ( 0.130) 0.009 0.027 209 17.42 0.17 0.036 ( 0.129) 0.009 0.027 210 17.50 0.17 0.036 ( 0.128) 0.009 0.027 211 17.58 0.17 0.036 ( 0.128) 0.009 0.027 212 17.67 0.17 0.036 ( 0.127) 0.009 0.027 213 17.75 0.17 0.036 ( 0.126) 0.009 0.027 214 17.83 0.13 0.029 ( 0.126) 0.007 0.022 215 17.92 0.13 0.029 ( 0.125) 0.007 0.022 216 18.00 0.13 0.029 ( 0.124) 0.007 0.022 217 18.08 0.13 0.029 ( 0.124) 0.007 0.022 218 18.17 0.13 0.029 ( 0.123) 0.007 0.022 219 18.25 0.13 0.029 ( 0.123) 0.007 0.022 220 18.33 0.13 0.029 ( 0.122) 0.007 0.022 221 18.42 0.13 0.029 ( 0.121) 0.007 0.022 222 18.50 0.13 0.029 ( 0.121) 0.007 0.022 223 18.58 0.10 0.022 ( 0.120) 0.005 0.016 224 18.67 0.10 0.022 ( 0.120) 0.005 0.016 225 18.75 0.10 0.022 ( 0.119) 0.005 0.016 226 18.83 0.07 0.014 ( 0.119) 0.004 0.011 227 18.92 0.07 0.014 ( 0.118) 0.004 0.011 228 19.00 0.07 0.014 ( 0.117) 0.004 0.011 229 19.08 0.10 0.022 ( 0.117) 0.005 0.016 230 19.17 0.10 0.022 ( 0.116) 0.005 0.016 231 19.25 0.10 0.022 ( 0.116) 0.005 0.016 232 19.33 0.13 0.029 ( 0.115) 0.007 0.022 233 19.42 0.13 0.029 ( 0.115) 0.007 0.022 234 19.50 0.13 0.029 ( 0.114) 0.007 0.022 235 19.58 0.10 0.022 ( 0.114) 0.005 0.016 236 19.67 0.10 0.022 ( 0.113) 0.005 0.016 237 19.75 0.10 0.022 ( 0.113) 0.005 0.016 238 19.83 0.07 0.014 ( 0.112) 0.004 0.011 239 19.92 0.07 0.014 ( 0.112) 0.004 0.011 240 20.00 0.07 0.014 ( 0.111) 0.004 0.011 241 20.08 0.10 0.022 ( 0.111) 0.005 0.016 242 20.17 0.10 0.022 ( 0.110) 0.005 0.016 243 20.25 0.10 0.022 ( 0.110) 0.005 0.016 244 20.33 0.10 0.022 ( 0.109) 0.005 0.016 245 20.42 0.10 0.022 ( 0.109) 0.005 0.016 246 20.50 0.10 0.022 ( 0.108) 0.005 0.016 247 20.58 0.10 0.022 ( 0.108) 0.005 0.016 248 20.67 0.10 0.022 ( 0.107) 0.005 0.016 249 20.75 0.10 0.022 ( 0.107) 0.005 0.016 250 20.83 0.07 0.014 ( 0.106) 0.004 0.011 251 20.92 0.07 0.014 ( 0.106) 0.004 0.011 252 21.00 0.07 0.014 ( 0.106) 0.004 0.011 253 21.08 0.10 0.022 ( 0.105) 0.005 0.016 254 21.17 0.10 0.022 ( 0.105) 0.005 0.016 255 21.25 0.10 0.022 ( 0.104) 0.005 0.016 256 21.33 0.07 0.014 ( 0.104) 0.004 0.011 257 21.42 0.07 0.014 ( 0.104) 0.004 0.011 258 21.50 0.07 0.07 0.014 ( 0.103) 0.004 0.011 259 21.58 0.10 0.022 ( 0.103) 0.005 0.016 260 21.67 0.10 0.022 ( 0.102) 0.005 0.016 261 21.75 0.10 0.022 ( 0.102) 0.005 0.016 262 21.83 0.07 0.014 ( 0.102) 0.004 0.011 263 21.92 0.07 0.014 ( 0.101) 0.004 0.011 264 22.00 0.07 0.014 ( 0.101) 0.004 0.011 265 22.08 0.10 0.022 ( 0.101) 0.005 0.016 266 22.17 0.10 0.022 ( 0.100) 0.005 0.016 267 22.25 0.10 0.022 ( 0.100) 0.005 0.016 268 22.33 0.07 0.014 ( 0.100) 0.004 0.011 269 22.42 0.07 0.014 ( 0.099) 0.004 0.011 270 22.50 0.07 0.014 ( 0.099) 0.004 0.011 271 22.58 0.07 0.014 ( 0.099) 0.004 0.011 272 22.67 0.07 0.014 ( 0.099) 0.004 0.011 273 22.75 0.07 0.014 ( 0.098) 0.004 0.011 274 22.83 0.07 0.014 ( 0.098) 0.004 0.011 275 22.92 0.07 0.014 ( 0.098) 0.004 0.011 276 23.00 0.07 0.014 ( 0.098) 0.004 0.011 277 23.08 0.07 0.014 ( 0.097) 0.004 0.011 278 23.17 0.07 0.014 ( 0.097) 0.004 0.011 279 23.25 0.07 0.014 ( 0.097) 0.004 0.011 280 23.33 0.07 0.014 ( 0.097) 0.004 0.011 281 23.42 0.07 0.014 ( 0.097) 0.004 0.011 282 23.50 0.07 0.014 ( 0.096) 0.004 0.011 283 23.58 0.07 0.014 ( 0.096) 0.004 0.011 284 23.67 0.07 0.014 ( 0.096) 0.004 0.011 285 23.75 0.07 0.014 ( 0.096) 0.004 0.011 286 23.83 0.07 0.014 ( 0.096) 0.004 0.011 287 23.92 0.07 0.014 ( 0.096) 0.004 0.011 288 24.00 0.07 0.014 ( 0.096) 0.004 0.011 (Loss Rate Not Used) Sum = 100.0 Sum = 16.2 Flood volume = Effective rainfall 1.35(In) times area 2.3(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 0.45(In) Total soil loss = 0.087(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 11418.1 Cubic Feet Total soil loss = 3806.0 Cubic Feet --------------------------------------------------------------------Peak flow rate of this hydrograph = 0.431(CFS) ----------------------------------------------------------- ---------++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------- -Hydrograph in 5 Minute intervals ((CFS)) --------------------------------------------------------------------Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ---------------------------------------- -------------------------------0+ 5 0.0001 0.01 Q | | | | 0+10 0.0003 0.02 Q | | | | 0+15 0.0004 0.03 Q | | | | 0+20 0.0007 0.03 Q | | | | 0+25 0.0009 0.04 Q | | | | 0+30 0.0012 0.04 Q | | | | 0+35 0.0014 0.04 Q | | | | 0+40 0.0017 0.04 Q | | | | 0+45 0.0020 0.04 Q | | | | 0+50 0.0023 0.05 Q | | | | 0+55 0.0026 0.05 Q | | | | 1+ 0 0.0030 0.05 Q | | | | 1+ 5 0.0033 0.04 Q | | | | 1+10 0.0035 0.04 Q | | | | 1+15 0.0038 0.04 Q | | | | 1+20 0.0041 0.04 Q | | | | 1+25 0.0043 0.04 Q | | | | 1+30 0.0046 0.04 Q | | | | 1+35 0.0048 0.04 Q | | | | 1+40 0.0051 0.04 Q | | | | 1+45 0.0054 0.04 Q | | | | 1+50 0.0057 0.05 Q | | | | 1+55 0.0060 0.05 Q | | | | 2+ 0 0.0064 0.05 Q | | | | 2+ 5 0.0067 0.05 QV | | | | 2+10 0.0071 0.05 QV | | | | 2+15 0.0074 0.05 QV | | | | 2+20 0.0078 0.05 QV | | | | 2+25 0.0081 0.05 QV | | | | 2+30 0.0085 0.05 QV | | | | 2+35 0.0089 0.06 QV | | | | 2+40 0.0093 0.06 QV | | | | 2+45 0.0097 0.06 QV | | | | 2+50 0.0102 0.06 QV | | | | 2+55 0.0106 0.06 QV | | | | 3+ 0 0.0110 0.06 QV | | | | 3+ 5 0.0115 0.06 QV | | | | 3+10 0.0119 0.06 QV | | | | 3+15 0.0124 0.06 QV | | | | 3+20 0.0128 0.06 QV | | | | 3+25 0.0132 0.06 Q V | | | | 3+30 0.0137 0.06 Q V | | | | 3+35 0.0141 0.06 Q V | | | | 3+40 0.0145 0.06 Q V | | | | | 3+45 0.0150 0.06 Q V | | | | 3+50 0.0155 0.07 Q V | | | | 3+55 0.0160 0.08 Q V | | | | 4+ 0 0.0165 0.08 Q V | | | | 4+ 5 0.0170 0.08 Q V | | | | 4+10 0.0176 0.08 Q V | | | | 4+15 0.0181 0.08 Q V | | | | 4+20 0.0187 0.08 Q V | | | | 4+25 0.0193 0.09 Q V | | | | 4+30 0.0199 0.09 Q V | | | | 4+35 0.0205 0.09 Q V | | | | 4+40 0.0211 0.09 Q V | | | | 4+45 0.0217 0.09 Q V | | | | 4+50 0.0224 0.10 Q V | | | | 4+55 0.0231 0.10 Q V | | | | 5+ 0 0.0238 0.10 Q V | | | | 5+ 5 0.0244 0.09 Q V | | | | 5+10 0.0249 0.08 Q V | | | | 5+15 0.0254 0.08 Q V | | | | 5+20 0.0260 0.08 Q V | | | | 5+25 0.0266 0.09 Q V | | | | 5+30 0.0272 0.09 Q V | | | | 5+35 0.0279 0.10 Q V | | | | 5+40 0.0286 0.10 Q V | | | | 5+45 0.0293 0.10 Q V | | | | 5+50 0.0300 0.10 Q V | | | | 5+55 0.0307 0.10 Q V | | | | 6+ 0 0.0314 0.10 Q V | | | | 6+ 5 0.0321 0.11 Q V | | | | 6+10 0.0329 0.11 Q V | | | | 6+15 0.0337 0.11 Q V | | | | 6+20 0.0345 0.11 Q V | | | | 6+25 0.0352 0.11 Q V | | | | 6+30 0.0360 0.11 Q V | | | | 6+35 0.0369 0.12 Q V | | | | 6+40 0.0377 0.13 Q V | | | | 6+45 0.0386 0.13 Q V | | | | 6+50 0.0395 0.13 Q V | | | | 6+55 0.0404 0.13 Q V | | | | 7+ 0 0.0412 0.13 Q V | | | | 7+ 5 0.0421 0.13 Q V | | | | 7+10 0.0430 0.13 Q V | | | | 7+15 0.0439 0.13 Q V | | | | 7+20 0.0448 0.13 Q V | | | | 7+25 0.0457 0.14 Q V | | | | 7+30 0.0467 0.14 Q V | | | | 7+35 0.0477 0.15 Q V | | | | 7+40 0.0487 0.15 Q V | | | | 7+45 0.0498 0.15 Q V | | | | 7+50 0.0509 0.16 Q V | | | | 7+55 0.0520 0.16 Q V | | | | 8+ 0 0.0532 0.16 Q V | | | | 8+ 5 0.0544 0.18 Q V | | | | 8+10 0.0557 0.19 Q V | | | | 8+15 0.0570 0.19 Q V | | | | 8+20 0.0583 0.19 Q V | | | | 8+25 0.0596 0.19 Q V| | | | 8+30 0.0609 0.19 Q V| | | | 8+35 0.0623 0.20 Q V| | | | 8+40 0.0637 0.20 Q V| | | | 8+45 0.0651 0.20 Q V| | | | 8+50 0.0665 0.21 Q V | | | 8+55 0.0680 0.21 Q V | | | 9+ 0 0.0695 0.22 Q V | | | 9+ 5 0.0711 0.23 Q V | | | 9+10 0.0727 0.24 Q |V | | | 9+15 0.0744 0.24 Q |V | | | 9+20 0.0761 0.25 Q |V | | | 9+25 0.0778 0.25 |Q |V | | | 9+30 0.0796 0.25 |Q | V | | | 9+35 0.0814 0.26 |Q | V | | | 9+40 0.0832 0.27 |Q | V | | | 9+45 0.0850 0.27 |Q | V | | | 9+50 0.0869 0.27 |Q | V | | | 9+55 0.0888 0.28 |Q | V | | | 10+ 0 0.0908 0.28 |Q | V | | | 10+ 5 0.0923 0.23 Q | V | | | 10+10 0.0937 0.20 Q | V | | | 10+15 0.0950 0.19 Q | V | | | 10+20 0.0963 0.19 Q | V | | | 10+25 0.0976 0.19 Q | V | | | 10+30 0.0989 0.19 Q | V | | | 10+35 0.1005 0.23 Q | V | | | 10+40 0.1022 0.25 Q | V | | | 10+45 0.1040 0.25 |Q | V | | | 10+50 0.1057 0.25 |Q | V | | | 10+55 0.1074 0.25 |Q | V | | | 11+ 0 0.1092 0.25 |Q | V | | | 11+ 5 0.1109 0.25 Q | V | | | 11+10 0.1126 0.24 Q | V | | | 11+15 0.1142 0.24 Q | V | | | 11+20 0.1159 0.24 Q | V | | | 11+25 0.1175 0.24 Q | V | | | 11+30 0.1192 0.24 Q | V | | | 11+35 0.1208 0.23 Q | V | | | 11+40 0.1223 0.22 Q | V | | | 11+45 0.1237 0.22 Q | V | | | 11+50 0.1253 0.22 Q | V| | | 11+55 0.1268 0.23 Q | V| | | 12+ 0 0.1284 0.23 Q | V| | | 12+ 5 0.1303 0.28 |Q | V| | | 12+10 0.1325 0.31 |Q | V | | 12+15 0.1347 0.32 |Q | V | | 12+20 0.1369 0.32 |Q | V | | 12+25 0.1392 0.33 |Q | |V | | 12+30 0.1414 0.33 |Q | |V | | 12+35 0.1438 0.34 |Q | |V | | 12+40 0.1462 0.35 |Q | | V | | 12+45 0.1487 0.36 |Q | | V | | 12+50 0.1512 0.36 |Q | | V | | 12+55 0.1537 0.37 |Q | | V | | 13+ 0 0.1562 0.37 |Q | | V | | 13+ 5 0.1590 0.40 |Q | | V | | 13+10 0.1620 0.43 |Q | | V | | 13+15 0.1649 0.43 |Q | | V | | 13+20 0.1679 0.43 |Q | | V | | 13+25 0.1709 0.43 |Q | | V | | 13+30 0.1738 0.43 |Q | | V | | 13+35 0.1763 0.35 |Q | | V | | 13+40 0.1784 0.30 |Q | | V | | 13+45 0.1804 0.29 |Q | | V | | 13+50 0.1824 0.29 |Q | | V | | 13+55 0.1844 0.29 |Q | | V | | 14+ 0 0.1864 0.29 |Q | | V | | 14+ 5 0.1886 0.32 |Q | | V | | 14+10 0.1909 0.34 |Q | | V| | 14+15 0.1933 0.34 |Q | | V| | 14+20 0.1956 0.34 |Q | | V| | 14+25 0.1979 0.33 |Q | | V | 14+30 0.2001 0.33 |Q | | V | 14+35 0.2024 0.33 |Q | | V | 14+40 0.2047 0.33 |Q | | |V | 14+45 0.2070 0.33 |Q | | |V | 14+50 0.2092 0.32 |Q | | |V | 14+55 0.2114 0.32 |Q | | | V | 15+ 0 0.2136 0.32 |Q | | | V | 15+ 5 0.2157 0.31 |Q | | | V | 15+10 0.2178 0.31 |Q | | | V | 15+15 0.2199 0.30 |Q | | | V | 15+20 0.2219 0.30 |Q | | | V | 15+25 0.2240 0.29 |Q | | | V | 15+30 0.2260 0.29 |Q | | | V | 15+35 0.2278 0.26 |Q | | | V | 15+40 0.2295 0.24 Q | | | V | 15+45 0.2311 0.24 Q | | | V | 15+50 0.2328 0.24 Q | | | V | 15+55 0.2344 0.24 Q | | | V | 16+ 0 0.2361 0.24 Q | | | V | 16+ 5 0.2370 0.14 Q | | | V | 16+10 0.2375 0.06 Q | | | V | 16+15 0.2378 0.05 Q | | | V | 16+20 0.2382 0.05 Q | | | V | 16+25 0.2385 0.05 Q | | | V | 16+30 0.2389 0.05 Q | | | V | 16+35 0.2392 0.04 Q | | | V | 16+40 0.2394 0.04 Q | | | V | 16+45 0.2397 0.04 Q | | | V | 16+50 0.2400 0.04 Q | | | V | 16+55 0.2402 0.04 Q | | | V | 17+ 0 0.2405 0.04 Q | | | V | 17+ 5 0.2409 0.05 Q | | | V | 17+10 0.2413 0.06 Q | | | V | 17+15 0.2417 0.06 Q | | | | V | 17+20 0.2422 0.06 Q | | | V | 17+25 0.2426 0.06 Q | | | V | 17+30 0.2430 0.06 Q | | | V | 17+35 0.2435 0.06 Q | | | V | 17+40 0.2439 0.06 Q | | | V | 17+45 0.2443 0.06 Q | | | V | 17+50 0.2447 0.06 Q | | | V | 17+55 0.2451 0.05 Q | | | V | 18+ 0 0.2454 0.05 Q | | | V | 18+ 5 0.2458 0.05 Q | | | V | 18+10 0.2461 0.05 Q | | | V | 18+15 0.2465 0.05 Q | | | V | 18+20 0.2468 0.05 Q | | | V | 18+25 0.2472 0.05 Q | | | V | 18+30 0.2475 0.05 Q | | | V | 18+35 0.2478 0.04 Q | | | V | 18+40 0.2481 0.04 Q | | | V | 18+45 0.2484 0.04 Q | | | V | 18+50 0.2486 0.03 Q | | | V | 18+55 0.2488 0.03 Q | | | V | 19+ 0 0.2489 0.03 Q | | | V | 19+ 5 0.2492 0.03 Q | | | V | 19+10 0.2494 0.04 Q | | | V | 19+15 0.2497 0.04 Q | | | V | 19+20 0.2500 0.05 Q | | | V | 19+25 0.2503 0.05 Q | | | V | 19+30 0.2507 0.05 Q | | | V | 19+35 0.2510 0.04 Q | | | V | 19+40 0.2512 0.04 Q | | | V | 19+45 0.2515 0.04 Q | | | V | 19+50 0.2517 0.03 Q | | | V | 19+55 0.2519 0.03 Q | | | V | 20+ 0 0.2521 0.03 Q | | | V | 20+ 5 0.2523 0.03 Q | | | V | 20+10 0.2526 0.04 Q | | | V | 20+15 0.2528 0.04 Q | | | V | 20+20 0.2531 0.04 Q | | | V | 20+25 0.2533 0.04 Q | | | V | 20+30 0.2536 0.04 Q | | | V | 20+35 0.2539 0.04 Q | | | V | 20+40 0.2541 0.04 Q | | | V | 20+45 0.2544 0.04 Q | | | V | 20+50 0.2546 0.03 Q | | | V | 20+55 0.2548 0.03 Q | | | V | 21+ 0 0.2550 0.03 Q | | | V | 21+ 5 0.2552 0.03 Q | | | V | 21+10 0.2554 0.04 Q | | | V | 21+15 0.2557 0.04 Q | | | V| 21+20 0.2559 0.03 Q | | | V| 21+25 0.2561 0.03 Q | | | V| 21+30 0.2563 0.03 Q | | | V| 21+35 0.2565 0.03 Q | | | V| 21+40 0.2567 0.04 Q | | | V| 21+45 0.2570 0.04 Q | | | V| 21+50 0.2572 0.03 Q | | | V| 21+55 0.2574 0.03 Q | | | V| 22+ 0 0.2576 0.03 Q | | | V| 22+ 5 0.2578 0.03 Q | | | V| 22+10 0.2581 0.04 Q | | | V| 22+15 0.2583 0.04 Q | | | V| 22+20 0.2585 0.03 Q | | | V| 22+25 0.2587 0.03 Q | | | V| 22+30 0.2589 0.03 Q | | | V| 22+35 0.2591 0.03 Q | | | V| 22+40 0.2592 0.03 Q | | | V| 22+45 0.2594 0.03 Q | | | V| 22+50 0.2596 0.03 Q | | | V| 22+55 0.2598 0.03 Q | | | V| 23+ 0 0.2599 0.03 Q | | | V| 23+ 5 0.2601 0.03 Q | | | V| 23+10 0.2603 0.03 Q | | | V| 23+15 0.2605 0.03 Q | | | V| 23+20 0.2606 0.03 Q | | | V| 23+25 0.2608 0.03 Q | | | V| 23+30 0.2610 0.03 Q | | | V| 23+35 0.2612 0.03 Q | | | V| 23+40 0.2613 0.03 Q | | | V| 23+45 0.2615 0.03 Q | | | V| 23+50 0.2617 0.03 Q | | | V| 23+55 0.2619 0.03 Q | | | V| 24+ 0 0.2620 0.03 Q | | | V| 24+ 5 0.2621 0.01 Q | | | V| 24+10 0.2621 0.00 Q | | | V -------------------------------------- ---------------------------------U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2008, Version 8.1 Study date 02/02/12 File: mlpost2410.out ++++++++++++++++++++ ++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date -April 1978 Program License Serial Number 5009 ---------------------------------------------------------------------English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 10-YEAR, 24-HOUR STORM EVENT [POST-DEVELOPED CONDITION] -------------------------------------------------------------------------------- ---------------------------------------------------------Drainage Area = 2.33(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.33(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 832.00(Ft.) Length along longest watercourse measured to centroid = 411.00(Ft.) Length along longest watercourse = 0.158 Mi. Length along longest watercourse measured to centroid = 0.078 Mi. Difference in elevation = 14.00(Ft.) Slope along watercourse = 88.8462 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.029 Hr. Lag time = 1.73 Min. 25% of lag time = 0.43 Min. 40% of lag time = 0.69 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 1.80 4.19 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 4.50 10.48 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 2.911(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 2.911(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.330 56.00 0.810 Total Area Entered = 2.33(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 56.0 0.511 0.810 0.138 1.000 0.138 Sum (F) = 0.138 Area averaged mean soil loss (F) (In/Hr) = 0.138 Minimum soil loss rate ((In/Hr)) = 0.069 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.250 ---------------------------------------------------------------------U n i t H y d r o g r a p h VALLEY S-Curve ---------------------------------------------------------------- ----Unit Hydrograph Data ---------------------------------------------------------------------Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -------------------------------------------------- -------------------1 0.083 289.103 55.533 1.304 2 0.167 578.206 37.737 0.886 3 0.250 867.309 6.730 0.158 Sum = 100.000 Sum= 2.348 --------------------------------------------------------------------- --The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.023 ( 0.245) 0.006 0.017 2 0.17 0.07 0.023 ( 0.244) 0.006 0.017 3 0.25 0.07 0.023 ( 0.243) 0.006 0.017 4 0.33 0.10 0.035 ( 0.243) 0.009 0.026 5 0.42 0.10 0.035 ( 0.242) 0.009 0.026 6 0.50 0.10 0.035 ( 0.241) 0.009 0.026 7 0.58 0.10 0.035 ( 0.240) 0.009 0.026 8 0.67 0.10 0.035 ( 0.239) 0.009 0.026 9 0.75 0.10 0.035 ( 0.238) 0.009 0.026 10 0.83 0.13 0.047 ( 0.237) 0.012 0.035 11 0.92 0.13 0.047 ( 0.236) 0.012 0.035 12 1.00 0.13 0.047 ( 0.235) 0.012 0.035 13 1.08 0.10 0.035 ( 0.234) 0.009 0.026 14 1.17 0.10 0.035 ( 0.233) 0.009 0.026 15 1.25 0.10 0.035 ( 0.232) 0.009 0.026 16 1.33 0.10 0.035 ( 0.231) 0.009 0.026 17 1.42 0.10 0.035 ( 0.230) 0.009 0.026 18 1.50 0.10 0.035 ( 0.230) 0.009 0.026 19 1.58 0.10 0.035 ( 0.229) 0.009 0.026 20 1.67 0.10 0.035 ( 0.228) 0.009 0.026 21 1.75 0.10 0.035 ( 0.227) 0.009 0.026 22 1.83 0.13 0.047 ( 0.226) 0.012 0.035 23 1.92 0.13 0.047 ( 0.225) 0.012 0.035 24 2.00 0.13 0.047 ( 0.224) 0.012 0.035 25 2.08 0.13 0.047 ( 0.223) 0.012 0.035 26 2.17 0.13 0.047 ( 0.222) 0.012 0.035 27 2.25 0.13 0.047 ( 0.221) 0.012 0.035 28 2.33 0.13 0.047 ( 0.220) 0.012 0.035 29 2.42 0.13 0.047 ( 0.220) 0.012 0.035 30 2.50 0.13 0.047 ( 0.219) 0.012 0.035 31 2.58 0.17 0.058 ( 0.218) 0.015 0.044 32 2.67 0.17 0.058 ( 0.217) 0.015 0.044 33 2.75 0.17 0.058 ( 0.216) 0.015 0.044 34 2.83 0.17 0.058 ( 0.215) 0.015 0.044 35 2.92 0.17 0.058 ( 0.214) 0.015 0.044 36 3.00 0.17 0.058 ( 0.213) 0.015 0.044 37 3.08 0.17 0.058 ( 0.212) 0.015 0.044 38 3.17 0.17 0.058 ( 0.212) 0.015 0.044 39 3.25 0.17 0.058 ( 0.211) 0.015 0.044 40 3.33 0.17 0.058 ( 0.210) 0.015 0.044 41 3.42 0.17 0.058 ( 0.209) 0.015 0.044 42 3.50 0.17 0.058 ( 0.208) 0.015 0.044 43 3.58 0.17 0.058 ( 0.207) 0.015 0.044 44 3.67 0.17 0.058 ( 0.206) 0.015 0.044 45 3.75 0.17 0.058 ( 0.205) 0.015 0.044 46 3.83 0.20 0.070 ( 0.205) 0.017 0.052 47 3.92 0.20 0.070 ( 0.204) 0.017 0.052 48 4.00 0.20 0.070 ( 0.203) 0.017 0.052 49 4.08 0.20 0.070 ( 0.202) 0.017 0.052 50 4.17 0.20 0.070 ( 0.201) 0.017 0.052 51 4.25 0.20 0.070 ( 0.200) 0.017 0.052 52 4.33 0.23 0.082 ( 0.199) 0.020 0.061 53 4.42 0.23 0.082 ( 0.199) 0.020 0.061 54 4.50 0.23 0.082 ( 0.198) 0.020 0.061 55 4.58 0.23 0.082 ( 0.197) 0.020 0.061 56 4.67 0.23 0.082 ( 0.196) 0.020 0.061 57 4.75 0.23 0.082 ( 0.195) 0.020 0.061 58 4.83 0.27 0.093 ( 0.194) 0.023 0.070 59 4.92 0.27 0.093 ( 0.193) 0.023 0.070 60 5.00 0.27 0.093 ( 0.193) 0.023 0.070 61 5.08 0.20 0.070 ( ( 0.192) 0.017 0.052 62 5.17 0.20 0.070 ( 0.191) 0.017 0.052 63 5.25 0.20 0.070 ( 0.190) 0.017 0.052 64 5.33 0.23 0.082 ( 0.189) 0.020 0.061 65 5.42 0.23 0.082 ( 0.188) 0.020 0.061 66 5.50 0.23 0.082 ( 0.188) 0.020 0.061 67 5.58 0.27 0.093 ( 0.187) 0.023 0.070 68 5.67 0.27 0.093 ( 0.186) 0.023 0.070 69 5.75 0.27 0.093 ( 0.185) 0.023 0.070 70 5.83 0.27 0.093 ( 0.184) 0.023 0.070 71 5.92 0.27 0.093 ( 0.184) 0.023 0.070 72 6.00 0.27 0.093 ( 0.183) 0.023 0.070 73 6.08 0.30 0.105 ( 0.182) 0.026 0.079 74 6.17 0.30 0.105 ( 0.181) 0.026 0.079 75 6.25 0.30 0.105 ( 0.180) 0.026 0.079 76 6.33 0.30 0.105 ( 0.179) 0.026 0.079 77 6.42 0.30 0.105 ( 0.179) 0.026 0.079 78 6.50 0.30 0.105 ( 0.178) 0.026 0.079 79 6.58 0.33 0.116 ( 0.177) 0.029 0.087 80 6.67 0.33 0.116 ( 0.176) 0.029 0.087 81 6.75 0.33 0.116 ( 0.175) 0.029 0.087 82 6.83 0.33 0.116 ( 0.175) 0.029 0.087 83 6.92 0.33 0.116 ( 0.174) 0.029 0.087 84 7.00 0.33 0.116 ( 0.173) 0.029 0.087 85 7.08 0.33 0.116 ( 0.172) 0.029 0.087 86 7.17 0.33 0.116 ( 0.172) 0.029 0.087 87 7.25 0.33 0.116 ( 0.171) 0.029 0.087 88 7.33 0.37 0.128 ( 0.170) 0.032 0.096 89 7.42 0.37 0.128 ( 0.169) 0.032 0.096 90 7.50 0.37 0.128 ( 0.168) 0.032 0.096 91 7.58 0.40 0.140 ( 0.168) 0.035 0.105 92 7.67 0.40 0.140 ( 0.167) 0.035 0.105 93 7.75 0.40 0.140 ( 0.166) 0.035 0.105 94 7.83 0.43 0.151 ( 0.165) 0.038 0.114 95 7.92 0.43 0.151 ( 0.165) 0.038 0.114 96 8.00 0.43 0.151 ( 0.164) 0.038 0.114 97 8.08 0.50 0.175 ( 0.163) 0.044 0.131 98 8.17 0.50 0.175 ( 0.162) 0.044 0.131 99 8.25 0.50 0.175 ( 0.162) 0.044 0.131 100 8.33 0.50 0.175 ( 0.161) 0.044 0.131 101 8.42 0.50 0.175 ( 0.160) 0.044 0.131 102 8.50 0.50 0.175 ( 0.159) 0.044 0.131 103 8.58 0.53 0.186 ( 0.159) 0.047 0.140 104 8.67 0.53 0.186 ( 0.158) 0.047 0.140 105 8.75 0.53 0.186 ( 0.157) 0.047 0.140 106 8.83 0.57 0.198 ( 0.156) 0.049 0.148 107 8.92 0.57 0.198 ( 0.156) 0.049 0.148 108 9.00 0.57 0.198 ( 0.155) 0.049 0.148 109 9.08 0.63 0.221 ( 0.154) 0.055 0.166 110 9.17 0.63 0.221 ( 0.153) 0.055 0.166 111 9.25 0.63 0.221 ( 0.153) 0.055 0.166 112 9.33 0.67 0.233 ( 0.152) 0.058 0.175 113 9.42 0.67 0.233 ( 0.151) 0.058 0.175 114 9.50 0.67 0.233 ( 0.150) 0.058 0.175 115 9.58 0.70 0.245 ( 0.150) 0.061 0.183 116 9.67 0.70 0.245 ( 0.149) 0.061 0.183 117 9.75 0.70 0.245 ( 0.148) 0.061 0.183 118 9.83 0.73 0.256 ( 0.148) 0.064 0.192 119 9.92 0.73 0.256 ( 0.147) 0.064 0.192 120 10.00 0.73 0.256 ( 0.146) 0.064 0.192 121 10.08 0.50 0.175 ( 0.145) 0.044 0.131 122 10.17 0.50 0.175 ( 0.145) 0.044 0.131 123 10.25 0.50 0.175 ( 0.144) 0.044 0.131 124 10.33 0.50 0.175 ( 0.143) 0.044 0.131 125 10.42 0.50 0.175 ( 0.143) 0.044 0.131 126 10.50 0.50 0.175 ( 0.142) 0.044 0.131 127 10.58 0.67 0.233 ( 0.141) 0.058 0.175 128 10.67 0.67 0.233 ( 0.141) 0.058 0.175 129 10.75 0.67 0.233 ( 0.140) 0.058 0.175 130 10.83 0.67 0.233 ( 0.139) 0.058 0.175 131 10.92 0.67 0.233 ( 0.139) 0.058 0.175 132 11.00 0.67 0.233 ( 0.138) 0.058 0.175 133 11.08 0.63 0.221 ( 0.137) 0.055 0.166 134 11.17 0.63 0.221 ( 0.136) 0.055 0.166 135 11.25 0.63 0.221 ( 0.136) 0.055 0.166 136 11.33 0.63 0.221 ( 0.135) 0.055 0.166 137 11.42 0.63 0.221 ( 0.134) 0.055 0.166 138 11.50 0.63 0.221 ( 0.134) 0.055 0.166 139 11.58 0.57 0.198 ( 0.133) 0.049 0.148 140 11.67 0.57 0.198 ( 0.132) 0.049 0.148 141 11.75 0.57 0.198 ( 0.132) 0.049 0.148 142 11.83 0.60 0.210 ( 0.131) 0.052 0.157 143 11.92 0.60 0.210 ( 0.131) 0.052 0.157 144 12.00 0.60 0.210 ( 0.130) 0.052 0.157 145 12.08 0.83 0.291 ( 0.129) 0.073 0.218 146 12.17 0.83 0.291 ( 0.129) 0.073 0.218 147 12.25 0.83 0.291 ( 0.128) 0.073 0.218 148 12.33 0.87 0.303 ( 0.127) 0.076 0.227 149 12.42 0.87 0.303 ( 0.127) 0.076 0.227 150 12.50 0.87 0.303 ( 0.126) 0.076 0.227 151 12.58 0.93 0.326 ( 0.125) 0.082 0.245 152 12.67 0.93 0.326 ( 0.125) 0.082 0.245 153 12.75 0.93 0.326 ( 0.124) 0.082 0.245 154 12.83 0.97 0.338 ( 0.123) 0.084 0.253 155 12.92 0.97 0.338 ( 0.123) 0.084 0.253 156 13.00 0.97 0.338 ( 0.122) 0.084 0.253 157 13.08 1.13 0.396 ( 0.122) 0.099 0.297 158 13.17 1.13 0.396 ( 0.121) 0.099 0.297 159 13.25 1.13 0.396 ( 0.120) 0.099 0.297 160 13.33 1.13 0.396 ( 0.120) 0.099 0.297 161 13.42 1.13 0.396 ( 0.119) 0.099 0.297 162 13.50 1.13 0.396 ( 0.119) 0.099 0.297 163 13.58 0.77 0.268 ( 0.118) 0.067 0.201 164 13.67 0.77 0.268 ( 0.117) 0.067 0.201 165 13.75 0.77 0.268 ( 0.117) 0.067 0.201 166 13.83 0.77 0.268 ( 0.116) 0.067 0.201 167 13.92 0.77 0.268 ( 0.116) 0.067 0.201 168 14.00 0.77 0.268 ( 0.115) 0.067 0.201 169 14.08 0.90 0.314 ( 0.114) 0.079 0.236 170 14.17 0.90 0.314 ( 0.114) 0.079 0.236 171 14.25 0.90 0.314 ( 0.113) 0.079 0.236 172 14.33 0.87 0.303 ( 0.113) 0.076 0.227 173 14.42 0.87 0.303 ( 0.112) 0.076 0.227 174 14.50 0.87 0.303 ( 0.112) 0.076 0.227 175 14.58 0.87 0.87 0.303 ( 0.111) 0.076 0.227 176 14.67 0.87 0.303 ( 0.110) 0.076 0.227 177 14.75 0.87 0.303 ( 0.110) 0.076 0.227 178 14.83 0.83 0.291 ( 0.109) 0.073 0.218 179 14.92 0.83 0.291 ( 0.109) 0.073 0.218 180 15.00 0.83 0.291 ( 0.108) 0.073 0.218 181 15.08 0.80 0.279 ( 0.108) 0.070 0.210 182 15.17 0.80 0.279 ( 0.107) 0.070 0.210 183 15.25 0.80 0.279 ( 0.106) 0.070 0.210 184 15.33 0.77 0.268 ( 0.106) 0.067 0.201 185 15.42 0.77 0.268 ( 0.105) 0.067 0.201 186 15.50 0.77 0.268 ( 0.105) 0.067 0.201 187 15.58 0.63 0.221 ( 0.104) 0.055 0.166 188 15.67 0.63 0.221 ( 0.104) 0.055 0.166 189 15.75 0.63 0.221 ( 0.103) 0.055 0.166 190 15.83 0.63 0.221 ( 0.103) 0.055 0.166 191 15.92 0.63 0.221 ( 0.102) 0.055 0.166 192 16.00 0.63 0.221 ( 0.102) 0.055 0.166 193 16.08 0.13 0.047 ( 0.101) 0.012 0.035 194 16.17 0.13 0.047 ( 0.101) 0.012 0.035 195 16.25 0.13 0.047 ( 0.100) 0.012 0.035 196 16.33 0.13 0.047 ( 0.100) 0.012 0.035 197 16.42 0.13 0.047 ( 0.099) 0.012 0.035 198 16.50 0.13 0.047 ( 0.099) 0.012 0.035 199 16.58 0.10 0.035 ( 0.098) 0.009 0.026 200 16.67 0.10 0.035 ( 0.098) 0.009 0.026 201 16.75 0.10 0.035 ( 0.097) 0.009 0.026 202 16.83 0.10 0.035 ( 0.097) 0.009 0.026 203 16.92 0.10 0.035 ( 0.096) 0.009 0.026 204 17.00 0.10 0.035 ( 0.096) 0.009 0.026 205 17.08 0.17 0.058 ( 0.095) 0.015 0.044 206 17.17 0.17 0.058 ( 0.095) 0.015 0.044 207 17.25 0.17 0.058 ( 0.094) 0.015 0.044 208 17.33 0.17 0.058 ( 0.094) 0.015 0.044 209 17.42 0.17 0.058 ( 0.093) 0.015 0.044 210 17.50 0.17 0.058 ( 0.093) 0.015 0.044 211 17.58 0.17 0.058 ( 0.092) 0.015 0.044 212 17.67 0.17 0.058 ( 0.092) 0.015 0.044 213 17.75 0.17 0.058 ( 0.091) 0.015 0.044 214 17.83 0.13 0.047 ( 0.091) 0.012 0.035 215 17.92 0.13 0.047 ( 0.090) 0.012 0.035 216 18.00 0.13 0.047 ( 0.090) 0.012 0.035 217 18.08 0.13 0.047 ( 0.090) 0.012 0.035 218 18.17 0.13 0.047 ( 0.089) 0.012 0.035 219 18.25 0.13 0.047 ( 0.089) 0.012 0.035 220 18.33 0.13 0.047 ( 0.088) 0.012 0.035 221 18.42 0.13 0.047 ( 0.088) 0.012 0.035 222 18.50 0.13 0.047 ( 0.087) 0.012 0.035 223 18.58 0.10 0.035 ( 0.087) 0.009 0.026 224 18.67 0.10 0.035 ( 0.087) 0.009 0.026 225 18.75 0.10 0.035 ( 0.086) 0.009 0.026 226 18.83 0.07 0.023 ( 0.086) 0.006 0.017 227 18.92 0.07 0.023 ( 0.085) 0.006 0.017 228 19.00 0.07 0.023 ( 0.085) 0.006 0.017 229 19.08 0.10 0.035 ( 0.085) 0.009 0.026 230 19.17 0.10 0.035 ( 0.084) 0.009 0.026 231 19.25 0.10 0.035 ( 0.084) 0.009 0.026 232 19.33 0.13 0.047 ( 0.083) 0.012 0.035 233 19.42 0.13 0.047 ( 0.083) 0.012 0.035 234 19.50 0.13 0.047 ( 0.083) 0.012 0.035 235 19.58 0.10 0.035 ( 0.082) 0.009 0.026 236 19.67 0.10 0.035 ( 0.082) 0.009 0.026 237 19.75 0.10 0.035 ( 0.081) 0.009 0.026 238 19.83 0.07 0.023 ( 0.081) 0.006 0.017 239 19.92 0.07 0.023 ( 0.081) 0.006 0.017 240 20.00 0.07 0.023 ( 0.080) 0.006 0.017 241 20.08 0.10 0.035 ( 0.080) 0.009 0.026 242 20.17 0.10 0.035 ( 0.080) 0.009 0.026 243 20.25 0.10 0.035 ( 0.079) 0.009 0.026 244 20.33 0.10 0.035 ( 0.079) 0.009 0.026 245 20.42 0.10 0.035 ( 0.079) 0.009 0.026 246 20.50 0.10 0.035 ( 0.078) 0.009 0.026 247 20.58 0.10 0.035 ( 0.078) 0.009 0.026 248 20.67 0.10 0.035 ( 0.078) 0.009 0.026 249 20.75 0.10 0.035 ( 0.077) 0.009 0.026 250 20.83 0.07 0.023 ( 0.077) 0.006 0.017 251 20.92 0.07 0.023 ( 0.077) 0.006 0.017 252 21.00 0.07 0.023 ( 0.076) 0.006 0.017 253 21.08 0.10 0.035 ( 0.076) 0.009 0.026 254 21.17 0.10 0.035 ( 0.076) 0.009 0.026 255 21.25 0.10 0.035 ( 0.076) 0.009 0.026 256 21.33 0.07 0.023 ( 0.075) 0.006 0.017 257 21.42 0.07 0.023 ( 0.075) 0.006 0.017 258 21.50 0.07 0.07 0.023 ( 0.075) 0.006 0.017 259 21.58 0.10 0.035 ( 0.074) 0.009 0.026 260 21.67 0.10 0.035 ( 0.074) 0.009 0.026 261 21.75 0.10 0.035 ( 0.074) 0.009 0.026 262 21.83 0.07 0.023 ( 0.074) 0.006 0.017 263 21.92 0.07 0.023 ( 0.073) 0.006 0.017 264 22.00 0.07 0.023 ( 0.073) 0.006 0.017 265 22.08 0.10 0.035 ( 0.073) 0.009 0.026 266 22.17 0.10 0.035 ( 0.073) 0.009 0.026 267 22.25 0.10 0.035 ( 0.072) 0.009 0.026 268 22.33 0.07 0.023 ( 0.072) 0.006 0.017 269 22.42 0.07 0.023 ( 0.072) 0.006 0.017 270 22.50 0.07 0.023 ( 0.072) 0.006 0.017 271 22.58 0.07 0.023 ( 0.072) 0.006 0.017 272 22.67 0.07 0.023 ( 0.071) 0.006 0.017 273 22.75 0.07 0.023 ( 0.071) 0.006 0.017 274 22.83 0.07 0.023 ( 0.071) 0.006 0.017 275 22.92 0.07 0.023 ( 0.071) 0.006 0.017 276 23.00 0.07 0.023 ( 0.071) 0.006 0.017 277 23.08 0.07 0.023 ( 0.070) 0.006 0.017 278 23.17 0.07 0.023 ( 0.070) 0.006 0.017 279 23.25 0.07 0.023 ( 0.070) 0.006 0.017 280 23.33 0.07 0.023 ( 0.070) 0.006 0.017 281 23.42 0.07 0.023 ( 0.070) 0.006 0.017 282 23.50 0.07 0.023 ( 0.070) 0.006 0.017 283 23.58 0.07 0.023 ( 0.070) 0.006 0.017 284 23.67 0.07 0.023 ( 0.069) 0.006 0.017 285 23.75 0.07 0.023 ( 0.069) 0.006 0.017 286 23.83 0.07 0.023 ( 0.069) 0.006 0.017 287 23.92 0.07 0.023 ( 0.069) 0.006 0.017 288 24.00 0.07 0.023 ( 0.069) 0.006 0.017 (Loss Rate Not Used) Sum = 100.0 Sum = 26.2 Flood volume = Effective rainfall 2.18(In) times area 2.3(Ac.)/[(In)/(Ft.)] = 0.4(Ac.Ft) Total soil loss = 0.73(In) Total soil loss = 0.141(Ac.Ft) Total rainfall = 2.91(In) Flood volume = 18464.4 Cubic Feet Total soil loss = 6154.8 Cubic Feet --------------------------------------------------------------------Peak flow rate of this hydrograph = 0.698(CFS) ----------------------------------------------------------- ---------++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------- -Hydrograph in 5 Minute intervals ((CFS)) --------------------------------------------------------------------Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ---------------------------------------- -------------------------------0+ 5 0.0002 0.02 Q | | | | 0+10 0.0004 0.04 Q | | | | 0+15 0.0007 0.04 Q | | | | 0+20 0.0011 0.05 Q | | | | 0+25 0.0015 0.06 Q | | | | 0+30 0.0019 0.06 Q | | | | 0+35 0.0023 0.06 Q | | | | 0+40 0.0028 0.06 Q | | | | 0+45 0.0032 0.06 Q | | | | 0+50 0.0037 0.07 Q | | | | 0+55 0.0042 0.08 Q | | | | 1+ 0 0.0048 0.08 Q | | | | 1+ 5 0.0053 0.07 Q | | | | 1+10 0.0057 0.06 Q | | | | 1+15 0.0061 0.06 Q | | | | 1+20 0.0066 0.06 Q | | | | 1+25 0.0070 0.06 Q | | | | 1+30 0.0074 0.06 Q | | | | 1+35 0.0078 0.06 Q | | | | 1+40 0.0083 0.06 Q | | | | 1+45 0.0087 0.06 Q | | | | 1+50 0.0092 0.07 Q | | | | 1+55 0.0097 0.08 Q | | | | 2+ 0 0.0103 0.08 Q | | | | 2+ 5 0.0109 0.08 QV | | | | 2+10 0.0114 0.08 QV | | | | 2+15 0.0120 0.08 QV | | | | 2+20 0.0126 0.08 QV | | | | 2+25 0.0131 0.08 QV | | | | 2+30 0.0137 0.08 QV | | | | 2+35 0.0143 0.09 QV | | | | 2+40 0.0150 0.10 QV | | | | 2+45 0.0157 0.10 QV | | | | 2+50 0.0165 0.10 QV | | | | 2+55 0.0172 0.10 QV | | | | 3+ 0 0.0179 0.10 QV | | | | 3+ 5 0.0186 0.10 QV | | | | 3+10 0.0193 0.10 QV | | | | 3+15 0.0200 0.10 QV | | | | 3+20 0.0207 0.10 QV | | | | 3+25 0.0214 0.10 Q V | | | | 3+30 0.0221 0.10 Q V | | | | 3+35 0.0228 0.10 Q V | | | | 3+40 0.0235 0.10 Q V | | | | | 3+45 0.0242 0.10 Q V | | | | 3+50 0.0250 0.11 Q V | | | | 3+55 0.0258 0.12 Q V | | | | 4+ 0 0.0267 0.12 Q V | | | | 4+ 5 0.0275 0.12 Q V | | | | 4+10 0.0284 0.12 Q V | | | | 4+15 0.0292 0.12 Q V | | | | 4+20 0.0302 0.13 Q V | | | | 4+25 0.0311 0.14 Q V | | | | 4+30 0.0321 0.14 Q V | | | | 4+35 0.0331 0.14 Q V | | | | 4+40 0.0341 0.14 Q V | | | | 4+45 0.0351 0.14 Q V | | | | 4+50 0.0362 0.16 Q V | | | | 4+55 0.0373 0.16 Q V | | | | 5+ 0 0.0384 0.16 Q V | | | | 5+ 5 0.0394 0.14 Q V | | | | 5+10 0.0403 0.13 Q V | | | | 5+15 0.0411 0.12 Q V | | | | 5+20 0.0420 0.13 Q V | | | | 5+25 0.0430 0.14 Q V | | | | 5+30 0.0440 0.14 Q V | | | | 5+35 0.0451 0.16 Q V | | | | 5+40 0.0462 0.16 Q V | | | | 5+45 0.0473 0.16 Q V | | | | 5+50 0.0485 0.16 Q V | | | | 5+55 0.0496 0.16 Q V | | | | 6+ 0 0.0507 0.16 Q V | | | | 6+ 5 0.0519 0.18 Q V | | | | 6+10 0.0532 0.18 Q V | | | | 6+15 0.0545 0.18 Q V | | | | 6+20 0.0557 0.18 Q V | | | | 6+25 0.0570 0.18 Q V | | | | 6+30 0.0583 0.18 Q V | | | | 6+35 0.0596 0.20 Q V | | | | 6+40 0.0610 0.20 Q V | | | | 6+45 0.0624 0.21 Q V | | | | 6+50 0.0638 0.21 Q V | | | | 6+55 0.0653 0.21 Q V | | | | 7+ 0 0.0667 0.21 Q V | | | | 7+ 5 0.0681 0.21 Q V | | | | 7+10 0.0695 0.21 Q V | | | | 7+15 0.0709 0.21 Q V | | | | 7+20 0.0724 0.22 Q V | | | | 7+25 0.0739 0.22 Q V | | | | 7+30 0.0755 0.23 Q V | | | | 7+35 0.0771 0.24 Q V | | | | 7+40 0.0788 0.24 Q V | | | | 7+45 0.0805 0.25 Q V | | | | 7+50 0.0823 0.26 |Q V | | | | 7+55 0.0841 0.27 |Q V | | | | 8+ 0 0.0860 0.27 |Q V | | | | 8+ 5 0.0879 0.29 |Q V | | | | 8+10 0.0900 0.30 |Q V | | | | 8+15 0.0922 0.31 |Q V | | | | 8+20 0.0943 0.31 |Q V | | | | 8+25 0.0964 0.31 |Q V| | | | 8+30 0.0985 0.31 |Q V| | | | 8+35 0.1007 0.32 |Q V| | | | 8+40 0.1030 0.33 |Q V| | | | 8+45 0.1052 0.33 |Q V| | | | 8+50 0.1076 0.34 |Q V | | | 8+55 0.1100 0.35 |Q V | | | 9+ 0 0.1124 0.35 |Q V | | | 9+ 5 0.1149 0.37 |Q V | | | 9+10 0.1176 0.39 |Q |V | | | 9+15 0.1203 0.39 |Q |V | | | 9+20 0.1230 0.40 |Q |V | | | 9+25 0.1259 0.41 |Q |V | | | 9+30 0.1287 0.41 |Q | V | | | 9+35 0.1316 0.42 |Q | V | | | 9+40 0.1345 0.43 |Q | V | | | 9+45 0.1375 0.43 |Q | V | | | 9+50 0.1406 0.44 |Q | V | | | 9+55 0.1437 0.45 |Q | V | | | 10+ 0 0.1468 0.45 |Q | V | | | 10+ 5 0.1493 0.37 |Q | V | | | 10+10 0.1515 0.32 |Q | V | | | 10+15 0.1536 0.31 |Q | V | | | 10+20 0.1558 0.31 |Q | V | | | 10+25 0.1579 0.31 0.31 |Q | V | | | 10+30 0.1600 0.31 |Q | V | | | 10+35 0.1625 0.36 |Q | V | | | 10+40 0.1653 0.40 |Q | V | | | 10+45 0.1681 0.41 |Q | V | | | 10+50 0.1709 0.41 |Q | V | | | 10+55 0.1738 0.41 |Q | V | | | 11+ 0 0.1766 0.41 |Q | V | | | 11+ 5 0.1793 0.40 |Q | V | | | 11+10 0.1820 0.39 |Q | V | | | 11+15 0.1847 0.39 |Q | V | | | 11+20 0.1874 0.39 |Q | V | | | 11+25 0.1901 0.39 |Q | V | | | 11+30 0.1928 0.39 |Q | V | | | 11+35 0.1953 0.37 |Q | V | | | 11+40 0.1977 0.35 |Q | V | | | 11+45 0.2001 0.35 |Q | V | | | 11+50 0.2026 0.36 |Q | V| | | 11+55 0.2051 0.37 |Q | V| | | 12+ 0 0.2077 0.37 |Q | V| | | 12+ 5 0.2108 0.45 |Q | V| | | 12+10 0.2142 0.50 | Q | V | | 12+15 0.2178 0.51 | Q | V | | 12+20 0.2214 0.52 | Q | V | | 12+25 0.2250 0.53 | Q | |V | | 12+30 0.2287 0.53 | Q | |V | | 12+35 0.2325 0.56 | Q | |V | | 12+40 0.2365 0.57 | Q | | V | | 12+45 0.2404 0.57 | Q | | V | | 12+50 0.2445 0.59 | Q | | V | | 12+55 0.2486 0.59 | Q | | V | | 13+ 0 0.2527 0.59 | Q | | V | | 13+ 5 0.2571 0.65 | Q | | V | | 13+10 0.2619 0.69 | Q | | V | | 13+15 0.2667 0.70 | Q | | V | | 13+20 0.2715 0.70 | Q | | V | | 13+25 0.2763 0.70 | Q | | V | | 13+30 0.2811 0.70 | Q | | V | | 13+35 0.2851 0.57 | Q | | V | | 13+40 0.2884 0.49 |Q | | V | | 13+45 0.2917 0.47 |Q | | V | | 13+50 0.2949 0.47 |Q | | V | | 13+55 0.2982 0.47 |Q | | V | | 14+ 0 0.3014 0.47 |Q | | V | | 14+ 5 0.3050 0.52 | Q | | V | | 14+10 0.3088 0.55 | Q | | V| | 14+15 0.3126 0.55 | Q | | V| | 14+20 0.3163 0.54 | Q | | V| | 14+25 0.3200 0.53 | Q | | V | 14+30 0.3237 0.53 | Q | | V | 14+35 0.3273 0.53 | Q | | V | 14+40 0.3310 0.53 | Q | | |V | 14+45 0.3347 0.53 | Q | | |V | 14+50 0.3383 0.52 | Q | | |V | 14+55 0.3418 0.51 | Q | | | V | 15+ 0 0.3454 0.51 | Q | | | V | 15+ 5 0.3488 0.50 | Q | | | V | 15+10 0.3522 0.49 |Q | | | V | 15+15 0.3556 0.49 |Q | | | V | 15+20 0.3589 0.48 |Q | | | V | 15+25 0.3622 0.47 |Q | | | V | 15+30 0.3654 0.47 |Q | | | V | 15+35 0.3684 0.43 |Q | | | V | 15+40 0.3711 0.40 |Q | | | V | 15+45 0.3738 0.39 |Q | | | V | 15+50 0.3764 0.39 |Q | | | V | 15+55 0.3791 0.39 |Q | | | V | 16+ 0 0.3818 0.39 |Q | | | V | 16+ 5 0.3833 0.22 Q | | | V | 16+10 0.3840 0.10 Q | | | V | 16+15 0.3846 0.08 Q | | | V | 16+20 0.3852 0.08 Q | | | V | 16+25 0.3857 0.08 Q | | | V | 16+30 0.3863 0.08 Q | | | V | 16+35 0.3868 0.07 Q | | | V | 16+40 0.3872 0.06 Q | | | V | 16+45 0.3876 0.06 Q | | | V | 16+50 0.3881 0.06 Q | | | V | 16+55 0.3885 0.06 Q | | | V | 17+ 0 0.3889 0.06 Q | | | V | 17+ 5 0.3895 0.08 Q | | | V | 17+10 0.3902 0.10 Q | | | V | 17+15 0.3909 0.3909 0.10 Q | | | V | 17+20 0.3916 0.10 Q | | | V | 17+25 0.3923 0.10 Q | | | V | 17+30 0.3930 0.10 Q | | | V | 17+35 0.3937 0.10 Q | | | V | 17+40 0.3944 0.10 Q | | | V | 17+45 0.3951 0.10 Q | | | V | 17+50 0.3957 0.09 Q | | | V | 17+55 0.3963 0.08 Q | | | V | 18+ 0 0.3969 0.08 Q | | | V | 18+ 5 0.3975 0.08 Q | | | V | 18+10 0.3980 0.08 Q | | | V | 18+15 0.3986 0.08 Q | | | V | 18+20 0.3992 0.08 Q | | | V | 18+25 0.3997 0.08 Q | | | V | 18+30 0.4003 0.08 Q | | | V | 18+35 0.4008 0.07 Q | | | V | 18+40 0.4012 0.06 Q | | | V | 18+45 0.4016 0.06 Q | | | V | 18+50 0.4020 0.05 Q | | | V | 18+55 0.4023 0.04 Q | | | V | 19+ 0 0.4025 0.04 Q | | | V | 19+ 5 0.4029 0.05 Q | | | V | 19+10 0.4033 0.06 Q | | | V | 19+15 0.4037 0.06 Q | | | V | 19+20 0.4042 0.07 Q | | | V | 19+25 0.4048 0.08 Q | | | V | 19+30 0.4054 0.08 Q | | | V | 19+35 0.4059 0.07 Q | | | V | 19+40 0.4063 0.06 Q | | | V | 19+45 0.4067 0.06 Q | | | V | 19+50 0.4071 0.05 Q | | | V | 19+55 0.4073 0.04 Q | | | V | 20+ 0 0.4076 0.04 Q | | | V | 20+ 5 0.4080 0.05 Q | | | V | 20+10 0.4084 0.06 Q | | | V | 20+15 0.4088 0.06 Q | | | V | 20+20 0.4093 0.06 Q | | | V | 20+25 0.4097 0.06 Q | | | V | 20+30 0.4101 0.06 Q | | | V | 20+35 0.4105 0.06 Q | | | V | 20+40 0.4110 0.06 Q | | | V | 20+45 0.4114 0.06 Q | | | V | 20+50 0.4117 0.05 Q | | | V | 20+55 0.4120 0.04 Q | | | V | 21+ 0 0.4123 0.04 Q | | | V | 21+ 5 0.4127 0.05 Q | | | V | 21+10 0.4131 0.06 Q | | | V | 21+15 0.4135 0.06 Q | | | V| 21+20 0.4138 0.05 Q | | | V| 21+25 0.4141 0.04 Q | | | V| 21+30 0.4144 0.04 Q | | | V| 21+35 0.4148 0.05 Q | | | V| 21+40 0.4152 0.06 Q | | | V| 21+45 0.4156 0.06 Q | | | V| 21+50 0.4160 0.05 Q | | | V| 21+55 0.4163 0.04 Q | | | V| 22+ 0 0.4165 0.04 Q | | | V| 22+ 5 0.4169 0.05 Q | | | V| 22+10 0.4173 0.06 Q | | | V| 22+15 0.4177 0.06 Q | | | V| 22+20 0.4181 0.05 Q | | | V| 22+25 0.4184 0.04 Q | | | V| 22+30 0.4187 0.04 Q | | | V| 22+35 0.4189 0.04 Q | | | V| 22+40 0.4192 0.04 Q | | | V| 22+45 0.4195 0.04 Q | | | V| 22+50 0.4198 0.04 Q | | | V| 22+55 0.4201 0.04 Q | | | V| 23+ 0 0.4203 0.04 Q | | | V| 23+ 5 0.4206 0.04 Q | | | V| 23+10 0.4209 0.04 Q | | | V| 23+15 0.4212 0.04 Q | | | V| 23+20 0.4215 0.04 Q | | | V| 23+25 0.4218 0.04 Q | | | V| 23+30 0.4220 0.04 Q | | | V| 23+35 0.4223 0.04 Q | | | V| 23+40 0.4226 0.04 Q | | | V| 23+45 0.4229 0.04 Q | | | V| 23+50 0.4232 0.04 Q | | | V| 23+55 0.4235 0.04 Q | | | V| 24+ 0 0.4237 0.04 Q | | | V| 24+ 5 0.4239 0.02 Q | | | V| 24+10 0.4239 0.00 Q | | | V -------------------------------------- ---------------------------------U n i t H y d r o g r a p h A n a l y s i s Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2008, Version 8.1 Study date 02/02/12 File: mlpost24100.out +++++++++++++++++++ +++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date -April 1978 Program License Serial Number 5009 ---------------------------------------------------------------------English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format 100-YEAR, 24-HOUR STORM EVENT [POST-DEVELOPED CONDITION] -------------------------------------------------------------------------- ---------------------------------------------------------------Drainage Area = 2.33(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.33(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 832.00(Ft.) Length along longest watercourse measured to centroid = 411.00(Ft.) Length along longest watercourse = 0.158 Mi. Length along longest watercourse measured to centroid = 0.078 Mi. Difference in elevation = 14.00(Ft.) Slope along watercourse = 88.8462 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.029 Hr. Lag time = 1.73 Min. 25% of lag time = 0.43 Min. 40% of lag time = 0.69 Min. Unit time = 5.00 Min. Duration of storm = 24 Hour(s) User Entered Base Flow = 0.00(CFS) 2 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 1.80 4.19 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.33 4.50 10.48 STORM EVENT (YEAR) = 100.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 4.500(In) Point rain (area averaged) = 4.500(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 4.500(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.330 56.00 0.810 Total Area Entered = 2.33(Ac.) RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-3 (In/Hr) (Dec.%) Dec.%) (In/Hr) (Dec.) (In/Hr) 56.0 74.8 0.305 0.810 0.083 1.000 0.083 Sum (F) = 0.083 Area averaged mean soil loss (F) (In/Hr) = 0.083 Minimum soil loss rate ((In/Hr)) = 0.041 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.250 ---------------------------------------------------------------------U n i t H y d r o g r a p h VALLEY S-Curve ----------------------------------------------------------- ---------Unit Hydrograph Data ---------------------------------------------------------------------Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS) -------------------------------------------------- -------------------1 0.083 289.103 55.533 1.304 2 0.167 578.206 37.737 0.886 3 0.250 867.309 6.730 0.158 Sum = 100.000 Sum= 2.348 --------------------------------------------------------------------- --The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr) 1 0.08 0.07 0.036 ( 0.147) 0.009 0.027 2 0.17 0.07 0.036 ( 0.146) 0.009 0.027 3 0.25 0.07 0.036 ( 0.146) 0.009 0.027 4 0.33 0.10 0.054 ( 0.145) 0.013 0.040 5 0.42 0.10 0.054 ( 0.144) 0.013 0.040 6 0.50 0.10 0.054 ( 0.144) 0.013 0.040 7 0.58 0.10 0.054 ( 0.143) 0.013 0.040 8 0.67 0.10 0.054 ( 0.143) 0.013 0.040 9 0.75 0.10 0.054 ( 0.142) 0.013 0.040 10 0.83 0.13 0.072 ( 0.142) 0.018 0.054 11 0.92 0.13 0.072 ( 0.141) 0.018 0.054 12 1.00 0.13 0.072 ( 0.141) 0.018 0.054 13 1.08 0.10 0.054 ( 0.140) 0.013 0.040 14 1.17 0.10 0.054 ( 0.139) 0.013 0.040 15 1.25 0.10 0.054 ( 0.139) 0.013 0.040 16 1.33 0.10 0.054 ( 0.138) 0.013 0.040 17 1.42 0.10 0.054 ( 0.138) 0.013 0.040 18 1.50 0.10 0.054 ( 0.137) 0.013 0.040 19 1.58 0.10 0.054 ( 0.137) 0.013 0.040 20 1.67 0.10 0.054 ( 0.136) 0.013 0.040 21 1.75 0.10 0.054 ( 0.136) 0.013 0.040 22 1.83 0.13 0.072 ( 0.135) 0.018 0.054 23 1.92 0.13 0.072 ( 0.134) 0.018 0.054 24 2.00 0.13 0.072 ( 0.134) 0.018 0.054 25 2.08 0.13 0.072 ( 0.133) 0.018 0.054 26 2.17 0.13 0.072 ( 0.133) 0.018 0.054 27 2.25 0.13 0.072 ( 0.132) 0.018 0.054 28 2.33 0.13 0.072 ( 0.132) 0.018 0.054 29 2.42 0.13 0.072 ( 0.131) 0.018 0.054 30 2.50 0.13 0.072 ( 0.131) 0.018 0.054 31 2.58 0.17 0.090 ( 0.130) 0.022 0.067 32 2.67 0.17 0.090 ( 0.130) 0.022 0.067 33 2.75 0.17 0.090 ( 0.129) 0.022 0.067 34 2.83 0.17 0.090 ( 0.129) 0.022 0.067 35 2.92 0.17 0.090 ( 0.128) 0.022 0.067 36 3.00 0.17 0.090 ( 0.128) 0.022 0.067 37 3.08 0.17 0.090 ( 0.127) 0.022 0.067 38 3.17 0.17 0.090 ( 0.126) 0.022 0.067 39 3.25 0.17 0.090 ( 0.126) 0.022 0.067 40 3.33 0.17 0.090 ( 0.125) 0.022 0.067 41 3.42 0.17 0.090 ( 0.125) 0.022 0.067 42 3.50 0.17 0.090 ( 0.124) 0.022 0.067 43 3.58 0.17 0.090 ( 0.124) 0.022 0.067 44 3.67 0.17 0.090 ( 0.123) 0.022 0.067 45 3.75 0.17 0.090 ( 0.123) 0.022 0.067 46 3.83 0.20 0.108 ( 0.122) 0.027 0.081 47 3.92 0.20 0.108 ( 0.122) 0.027 0.081 48 4.00 0.20 0.108 ( 0.121) 0.027 0.081 49 4.08 0.20 0.108 ( 0.121) 0.027 0.081 50 4.17 0.20 0.108 ( 0.120) 0.027 0.081 51 4.25 0.20 0.108 ( 0.120) 0.027 0.081 52 4.33 0.23 0.126 ( 0.119) 0.031 0.094 53 4.42 0.23 0.126 ( 0.119) 0.031 0.094 54 4.50 0.23 0.126 ( 0.118) 0.031 0.094 55 4.58 0.23 0.126 ( 0.118) 0.031 0.094 56 4.67 0.23 0.126 ( 0.117) 0.031 0.094 57 4.75 0.23 0.126 ( 0.117) 0.031 0.094 58 4.83 0.27 0.144 ( 0.116) 0.036 0.108 59 4.92 0.27 0.144 ( 0.116) 0.036 0.108 60 5.00 0.27 0.144 ( 0.115) 0.036 0.108 61 5.08 0.20 0.108 ( ( 0.115) 0.027 0.081 62 5.17 0.20 0.108 ( 0.114) 0.027 0.081 63 5.25 0.20 0.108 ( 0.114) 0.027 0.081 64 5.33 0.23 0.126 ( 0.113) 0.031 0.094 65 5.42 0.23 0.126 ( 0.113) 0.031 0.094 66 5.50 0.23 0.126 ( 0.112) 0.031 0.094 67 5.58 0.27 0.144 ( 0.112) 0.036 0.108 68 5.67 0.27 0.144 ( 0.111) 0.036 0.108 69 5.75 0.27 0.144 ( 0.111) 0.036 0.108 70 5.83 0.27 0.144 ( 0.110) 0.036 0.108 71 5.92 0.27 0.144 ( 0.110) 0.036 0.108 72 6.00 0.27 0.144 ( 0.109) 0.036 0.108 73 6.08 0.30 0.162 ( 0.109) 0.040 0.121 74 6.17 0.30 0.162 ( 0.108) 0.040 0.121 75 6.25 0.30 0.162 ( 0.108) 0.040 0.121 76 6.33 0.30 0.162 ( 0.107) 0.040 0.121 77 6.42 0.30 0.162 ( 0.107) 0.040 0.121 78 6.50 0.30 0.162 ( 0.106) 0.040 0.121 79 6.58 0.33 0.180 ( 0.106) 0.045 0.135 80 6.67 0.33 0.180 ( 0.105) 0.045 0.135 81 6.75 0.33 0.180 ( 0.105) 0.045 0.135 82 6.83 0.33 0.180 ( 0.104) 0.045 0.135 83 6.92 0.33 0.180 ( 0.104) 0.045 0.135 84 7.00 0.33 0.180 ( 0.103) 0.045 0.135 85 7.08 0.33 0.180 ( 0.103) 0.045 0.135 86 7.17 0.33 0.180 ( 0.103) 0.045 0.135 87 7.25 0.33 0.180 ( 0.102) 0.045 0.135 88 7.33 0.37 0.198 ( 0.102) 0.049 0.148 89 7.42 0.37 0.198 ( 0.101) 0.049 0.148 90 7.50 0.37 0.198 ( 0.101) 0.049 0.148 91 7.58 0.40 0.216 ( 0.100) 0.054 0.162 92 7.67 0.40 0.216 ( 0.100) 0.054 0.162 93 7.75 0.40 0.216 ( 0.099) 0.054 0.162 94 7.83 0.43 0.234 ( 0.099) 0.058 0.175 95 7.92 0.43 0.234 ( 0.098) 0.058 0.175 96 8.00 0.43 0.234 ( 0.098) 0.058 0.175 97 8.08 0.50 0.270 ( 0.097) 0.067 0.202 98 8.17 0.50 0.270 ( 0.097) 0.067 0.202 99 8.25 0.50 0.270 ( 0.097) 0.067 0.202 100 8.33 0.50 0.270 ( 0.096) 0.067 0.202 101 8.42 0.50 0.270 ( 0.096) 0.067 0.202 102 8.50 0.50 0.270 ( 0.095) 0.067 0.202 103 8.58 0.53 0.288 ( 0.095) 0.072 0.216 104 8.67 0.53 0.288 ( 0.094) 0.072 0.216 105 8.75 0.53 0.288 ( 0.094) 0.072 0.216 106 8.83 0.57 0.306 ( 0.093) 0.076 0.229 107 8.92 0.57 0.306 ( 0.093) 0.076 0.229 108 9.00 0.57 0.306 ( 0.093) 0.076 0.229 109 9.08 0.63 0.342 ( 0.092) 0.085 0.256 110 9.17 0.63 0.342 ( 0.092) 0.085 0.256 111 9.25 0.63 0.342 ( 0.091) 0.085 0.256 112 9.33 0.67 0.360 ( 0.091) 0.090 0.270 113 9.42 0.67 0.360 ( 0.090) 0.090 0.270 114 9.50 0.67 0.360 0.090 ( 0.090) 0.270 115 9.58 0.70 0.378 0.090 ( 0.094) 0.288 116 9.67 0.70 0.378 0.089 ( 0.094) 0.289 117 9.75 0.70 0.378 0.089 ( 0.094) 0.289 118 9.83 0.73 0.396 0.088 ( ( 0.099) 0.308 119 9.92 0.73 0.396 0.088 ( 0.099) 0.308 120 10.00 0.73 0.396 0.087 ( 0.099) 0.309 121 10.08 0.50 0.270 ( 0.087) 0.067 0.202 122 10.17 0.50 0.270 ( 0.087) 0.067 0.202 123 10.25 0.50 0.270 ( 0.086) 0.067 0.202 124 10.33 0.50 0.270 ( 0.086) 0.067 0.202 125 10.42 0.50 0.270 ( 0.085) 0.067 0.202 126 10.50 0.50 0.270 ( 0.085) 0.067 0.202 127 10.58 0.67 0.360 0.084 ( 0.090) 0.276 128 10.67 0.67 0.360 0.084 ( 0.090) 0.276 129 10.75 0.67 0.360 0.084 ( 0.090) 0.276 130 10.83 0.67 0.360 0.083 ( 0.090) 0.277 131 10.92 0.67 0.360 0.083 ( 0.090) 0.277 132 11.00 0.67 0.360 0.082 ( 0.090) 0.278 133 11.08 0.63 0.342 0.082 ( 0.085) 0.260 134 11.17 0.63 0.342 0.082 ( 0.085) 0.260 135 11.25 0.63 0.342 0.081 ( 0.085) 0.261 136 11.33 0.63 0.342 0.081 ( 0.085) 0.261 137 11.42 0.63 0.342 0.080 ( 0.085) 0.262 138 11.50 0.63 0.342 0.080 ( 0.085) 0.262 139 11.58 0.57 0.306 ( 0.080) 0.076 0.229 140 11.67 0.57 0.306 ( 0.079) 0.076 0.229 141 11.75 0.57 0.306 ( 0.079) 0.076 0.229 142 11.83 0.60 0.324 0.078 ( 0.081) 0.246 143 11.92 0.60 0.324 0.078 ( 0.081) 0.246 144 12.00 0.60 0.324 0.078 ( 0.081) 0.246 145 12.08 0.83 0.450 0.077 ( 0.112) 0.373 146 12.17 0.83 0.450 0.077 ( 0.112) 0.373 147 12.25 0.83 0.450 0.076 ( 0.112) 0.374 148 12.33 0.87 0.468 0.076 ( 0.117) 0.392 149 12.42 0.87 0.468 0.076 ( 0.117) 0.392 150 12.50 0.87 0.468 0.075 ( 0.117) 0.393 151 12.58 0.93 0.504 0.075 ( 0.126) 0.429 152 12.67 0.93 0.504 0.075 ( 0.126) 0.429 153 12.75 0.93 0.504 0.074 ( 0.126) 0.430 154 12.83 0.97 0.522 0.074 ( 0.130) 0.448 155 12.92 0.97 0.522 0.073 ( 0.130) 0.449 156 13.00 0.97 0.522 0.073 ( 0.130) 0.449 157 13.08 1.13 0.612 0.073 ( 0.153) 0.539 158 13.17 1.13 0.612 0.072 ( 0.153) 0.540 159 13.25 1.13 0.612 0.072 ( 0.153) 0.540 160 13.33 1.13 0.612 0.072 ( 0.153) 0.540 161 13.42 1.13 0.612 0.071 ( 0.153) 0.541 162 13.50 1.13 0.612 0.071 ( 0.153) 0.541 163 13.58 0.77 0.414 0.071 ( 0.103) 0.343 164 13.67 0.77 0.414 0.070 ( 0.103) 0.344 165 13.75 0.77 0.414 0.070 ( 0.103) 0.344 166 13.83 0.77 0.414 0.069 ( 0.103) 0.345 167 13.92 0.77 0.414 0.069 ( 0.103) 0.345 168 14.00 0.77 0.414 0.069 ( 0.103) 0.345 169 14.08 0.90 0.486 0.068 ( 0.121) 0.418 170 14.17 0.90 0.486 0.068 ( 0.121) 0.418 171 14.25 0.90 0.486 0.068 ( 0.121) 0.418 172 14.33 0.87 0.468 0.067 ( 0.117) 0.401 173 14.42 0.87 0.468 0.067 ( 0.117) 0.401 174 14.50 0.87 0.468 0.067 ( 0.117) 0.401 175 14.58 0.87 0.87 0.468 0.066 ( 0.117) 0.402 176 14.67 0.87 0.468 0.066 ( 0.117) 0.402 177 14.75 0.87 0.468 0.066 ( 0.117) 0.402 178 14.83 0.83 0.450 0.065 ( 0.112) 0.385 179 14.92 0.83 0.450 0.065 ( 0.112) 0.385 180 15.00 0.83 0.450 0.065 ( 0.112) 0.385 181 15.08 0.80 0.432 0.064 ( 0.108) 0.368 182 15.17 0.80 0.432 0.064 ( 0.108) 0.368 183 15.25 0.80 0.432 0.064 ( 0.108) 0.368 184 15.33 0.77 0.414 0.063 ( 0.103) 0.351 185 15.42 0.77 0.414 0.063 ( 0.103) 0.351 186 15.50 0.77 0.414 0.063 ( 0.103) 0.351 187 15.58 0.63 0.342 0.062 ( 0.085) 0.280 188 15.67 0.63 0.342 0.062 ( 0.085) 0.280 189 15.75 0.63 0.342 0.062 ( 0.085) 0.280 190 15.83 0.63 0.342 0.061 ( 0.085) 0.281 191 15.92 0.63 0.342 0.061 ( 0.085) 0.281 192 16.00 0.63 0.342 0.061 ( 0.085) 0.281 193 16.08 0.13 0.072 ( 0.060) 0.018 0.054 194 16.17 0.13 0.072 ( 0.060) 0.018 0.054 195 16.25 0.13 0.072 ( 0.060) 0.018 0.054 196 16.33 0.13 0.072 ( 0.060) 0.018 0.054 197 16.42 0.13 0.072 ( 0.059) 0.018 0.054 198 16.50 0.13 0.072 ( 0.059) 0.018 0.054 199 16.58 0.10 0.054 ( 0.059) 0.013 0.040 200 16.67 0.10 0.054 ( 0.058) 0.013 0.040 201 16.75 0.10 0.054 ( 0.058) 0.013 0.040 202 16.83 0.10 0.054 ( 0.058) 0.013 0.040 203 16.92 0.10 0.054 ( 0.057) 0.013 0.040 204 17.00 0.10 0.054 ( 0.057) 0.013 0.040 205 17.08 0.17 0.090 ( 0.057) 0.022 0.067 206 17.17 0.17 0.090 ( 0.057) 0.022 0.067 207 17.25 0.17 0.090 ( 0.056) 0.022 0.067 208 17.33 0.17 0.090 ( 0.056) 0.022 0.067 209 17.42 0.17 0.090 ( 0.056) 0.022 0.067 210 17.50 0.17 0.090 ( 0.055) 0.022 0.067 211 17.58 0.17 0.090 ( 0.055) 0.022 0.067 212 17.67 0.17 0.090 ( 0.055) 0.022 0.067 213 17.75 0.17 0.090 ( 0.055) 0.022 0.067 214 17.83 0.13 0.072 ( 0.054) 0.018 0.054 215 17.92 0.13 0.072 ( 0.054) 0.018 0.054 216 18.00 0.13 0.072 ( 0.054) 0.018 0.054 217 18.08 0.13 0.072 ( 0.054) 0.018 0.054 218 18.17 0.13 0.072 ( 0.053) 0.018 0.054 219 18.25 0.13 0.072 ( 0.053) 0.018 0.054 220 18.33 0.13 0.072 ( 0.053) 0.018 0.054 221 18.42 0.13 0.072 ( 0.053) 0.018 0.054 222 18.50 0.13 0.072 ( 0.052) 0.018 0.054 223 18.58 0.10 0.054 ( 0.052) 0.013 0.040 224 18.67 0.10 0.054 ( 0.052) 0.013 0.040 225 18.75 0.10 0.054 ( 0.052) 0.013 0.040 226 18.83 0.07 0.036 ( 0.051) 0.009 0.027 227 18.92 0.07 0.036 ( 0.051) 0.009 0.027 228 19.00 0.07 0.036 ( 0.051) 0.009 0.027 229 19.08 0.10 0.054 ( 0.051) 0.013 0.040 230 19.17 0.10 0.054 ( 0.050) 0.013 0.040 231 19.25 0.10 0.054 ( 0.050) 0.013 0.040 232 19.33 0.13 0.072 ( 0.050) 0.018 0.054 233 19.42 0.13 0.072 ( 0.050) 0.018 0.054 234 19.50 0.13 0.072 ( 0.049) 0.018 0.054 235 19.58 0.10 0.054 ( 0.049) 0.013 0.040 236 19.67 0.10 0.054 ( 0.049) 0.013 0.040 237 19.75 0.10 0.054 ( 0.049) 0.013 0.040 238 19.83 0.07 0.036 ( 0.048) 0.009 0.027 239 19.92 0.07 0.036 ( 0.048) 0.009 0.027 240 20.00 0.07 0.036 ( 0.048) 0.009 0.027 241 20.08 0.10 0.054 ( 0.048) 0.013 0.040 242 20.17 0.10 0.054 ( 0.048) 0.013 0.040 243 20.25 0.10 0.054 ( 0.047) 0.013 0.040 244 20.33 0.10 0.054 ( 0.047) 0.013 0.040 245 20.42 0.10 0.054 ( 0.047) 0.013 0.040 246 20.50 0.10 0.054 ( 0.047) 0.013 0.040 247 20.58 0.10 0.054 ( 0.047) 0.013 0.040 248 20.67 0.10 0.054 ( 0.046) 0.013 0.040 249 20.75 0.10 0.054 ( 0.046) 0.013 0.040 250 20.83 0.07 0.036 ( 0.046) 0.009 0.027 251 20.92 0.07 0.036 ( 0.046) 0.009 0.027 252 21.00 0.07 0.036 ( 0.046) 0.009 0.027 253 21.08 0.10 0.054 ( 0.045) 0.013 0.040 254 21.17 0.10 0.054 ( 0.045) 0.013 0.040 255 21.25 0.10 0.054 ( 0.045) 0.013 0.040 256 21.33 0.07 0.036 ( 0.045) 0.009 0.027 257 21.42 0.07 0.036 ( 0.045) 0.009 0.027 258 21.50 0.07 0.07 0.036 ( 0.045) 0.009 0.027 259 21.58 0.10 0.054 ( 0.044) 0.013 0.040 260 21.67 0.10 0.054 ( 0.044) 0.013 0.040 261 21.75 0.10 0.054 ( 0.044) 0.013 0.040 262 21.83 0.07 0.036 ( 0.044) 0.009 0.027 263 21.92 0.07 0.036 ( 0.044) 0.009 0.027 264 22.00 0.07 0.036 ( 0.044) 0.009 0.027 265 22.08 0.10 0.054 ( 0.044) 0.013 0.040 266 22.17 0.10 0.054 ( 0.043) 0.013 0.040 267 22.25 0.10 0.054 ( 0.043) 0.013 0.040 268 22.33 0.07 0.036 ( 0.043) 0.009 0.027 269 22.42 0.07 0.036 ( 0.043) 0.009 0.027 270 22.50 0.07 0.036 ( 0.043) 0.009 0.027 271 22.58 0.07 0.036 ( 0.043) 0.009 0.027 272 22.67 0.07 0.036 ( 0.043) 0.009 0.027 273 22.75 0.07 0.036 ( 0.043) 0.009 0.027 274 22.83 0.07 0.036 ( 0.042) 0.009 0.027 275 22.92 0.07 0.036 ( 0.042) 0.009 0.027 276 23.00 0.07 0.036 ( 0.042) 0.009 0.027 277 23.08 0.07 0.036 ( 0.042) 0.009 0.027 278 23.17 0.07 0.036 ( 0.042) 0.009 0.027 279 23.25 0.07 0.036 ( 0.042) 0.009 0.027 280 23.33 0.07 0.036 ( 0.042) 0.009 0.027 281 23.42 0.07 0.036 ( 0.042) 0.009 0.027 282 23.50 0.07 0.036 ( 0.042) 0.009 0.027 283 23.58 0.07 0.036 ( 0.042) 0.009 0.027 284 23.67 0.07 0.036 ( 0.042) 0.009 0.027 285 23.75 0.07 0.036 ( 0.041) 0.009 0.027 286 23.83 0.07 0.036 ( 0.041) 0.009 0.027 287 23.92 0.07 0.036 ( 0.041) 0.009 0.027 288 24.00 0.07 0.036 ( 0.041) 0.009 0.027 (Loss Rate Not Used) Sum = 100.0 Sum = 42.9 Flood volume = Effective rainfall 3.57(In) times area 2.3(Ac.)/[(In)/(Ft.)] = 0.7(Ac.Ft) Total soil loss = 0.93(In) Total soil loss = 0.180(Ac.Ft) Total rainfall = 4.50(In) Flood volume = 30219.4 Cubic Feet Total soil loss = 7841.0 Cubic Feet --------------------------------------------------------------------Peak flow rate of this hydrograph = 1.271(CFS) ----------------------------------------------------------- ---------++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 -H O U R S T O R M R u n o f f H y d r o g r a p h ------------------------------------------------------------------- -Hydrograph in 5 Minute intervals ((CFS)) --------------------------------------------------------------------Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0 ---------------------------------------- -------------------------------0+ 5 0.0002 0.04 Q | | | | 0+10 0.0007 0.06 Q | | | | 0+15 0.0011 0.06 Q | | | | 0+20 0.0016 0.08 Q | | | | 0+25 0.0023 0.09 Q | | | | 0+30 0.0029 0.10 Q | | | | 0+35 0.0036 0.10 Q | | | | 0+40 0.0043 0.10 Q | | | | 0+45 0.0049 0.10 Q | | | | 0+50 0.0057 0.11 Q | | | | 0+55 0.0065 0.12 Q | | | | 1+ 0 0.0074 0.13 Q | | | | 1+ 5 0.0082 0.11 Q | | | | 1+10 0.0088 0.10 Q | | | | 1+15 0.0095 0.10 Q | | | | 1+20 0.0101 0.10 Q | | | | 1+25 0.0108 0.10 Q | | | | 1+30 0.0115 0.10 Q | | | | 1+35 0.0121 0.10 Q | | | | 1+40 0.0128 0.10 Q | | | | 1+45 0.0134 0.10 Q | | | | 1+50 0.0142 0.11 Q | | | | 1+55 0.0151 0.12 Q | | | | 2+ 0 0.0159 0.13 Q | | | | 2+ 5 0.0168 0.13 Q | | | | 2+10 0.0177 0.13 QV | | | | 2+15 0.0186 0.13 QV | | | | 2+20 0.0194 0.13 QV | | | | 2+25 0.0203 0.13 QV | | | | 2+30 0.0212 0.13 QV | | | | 2+35 0.0222 0.14 QV | | | | 2+40 0.0233 0.16 QV | | | | 2+45 0.0243 0.16 QV | | | | 2+50 0.0254 0.16 QV | | | | 2+55 0.0265 0.16 QV | | | | 3+ 0 0.0276 0.16 QV | | | | 3+ 5 0.0287 0.16 QV | | | | 3+10 0.0298 0.16 QV | | | | 3+15 0.0309 0.16 QV | | | | 3+20 0.0320 0.16 QV | | | | 3+25 0.0331 0.16 QV | | | | 3+30 0.0342 0.16 QV | | | | 3+35 0.0353 0.16 Q V | | | | 3+40 0.0364 0.16 Q V | | | | 3+45 0.0374 0.16 Q V | | | | 3+50 0.0387 0.18 Q V | | | | 3+55 0.0400 0.19 Q V | | | | 4+ 0 0.0413 0.19 Q V | | | | 4+ 5 0.0426 0.19 Q V | | | | 4+10 0.0439 0.19 Q V | | | | 4+15 0.0452 0.19 Q V | | | | 4+20 0.0466 0.21 Q V | | | | 4+25 0.0481 0.22 Q V | | | | 4+30 0.0497 0.22 Q V | | | | 4+35 0.0512 0.22 Q V | | | | 4+40 0.0527 0.22 Q V | | | | 4+45 0.0543 0.22 Q V | | | | 4+50 0.0559 0.24 Q V | | | | 4+55 0.0576 0.25 |Q V | | | | 5+ 0 0.0594 0.25 |Q V | | | | 5+ 5 0.0609 0.22 Q V | | | | 5+10 0.0622 0.19 Q V | | | | 5+15 0.0635 0.19 Q V | | | | 5+20 0.0650 0.21 Q V | | | | 5+25 0.0665 0.22 Q V | | | | 5+30 0.0680 0.22 Q V | | | | 5+35 0.0697 0.24 Q V | | | | 5+40 0.0714 0.25 |Q V | | | | 5+45 0.0732 0.25 |Q V | | | | 5+50 0.0749 0.25 |Q V | | | | 5+55 0.0767 0.25 |Q V | | | | 6+ 0 0.0784 0.25 |Q V | | | | 6+ 5 0.0803 0.27 |Q V | | | | 6+10 0.0822 0.28 |Q V | | | | 6+15 0.0842 0.29 |Q V | | | | 6+20 0.0861 0.29 |Q V | | | | 6+25 0.0881 0.29 |Q V | | | | 6+30 0.0901 0.29 |Q V | | | | 6+35 0.0922 0.30 |Q V | | | | 6+40 0.0943 0.32 |Q V | | | | 6+45 0.0965 0.32 |Q V | | | | 6+50 0.0987 0.32 |Q V | | | | 6+55 0.1009 0.32 |Q V | | | | 7+ 0 0.1031 0.32 |Q V | | | | 7+ 5 0.1053 0.32 |Q V | | | | 7+10 0.1074 0.32 |Q V | | | | 7+15 0.1096 0.32 |Q V | | | | 7+20 0.1119 0.33 |Q V | | | | 7+25 0.1143 0.35 |Q V | | | | 7+30 0.1167 0.35 |Q V | | | | 7+35 0.1192 0.37 |Q V | | | | 7+40 0.1219 0.38 |Q V | | | | 7+45 0.1245 0.38 |Q V | | | | 7+50 0.1272 0.40 |Q V | | | | 7+55 0.1300 0.41 |Q V | | | | 8+ 0 0.1329 0.41 |Q V | | | | 8+ 5 0.1360 0.45 |Q V | | | | 8+10 0.1392 0.47 |Q V | | | | 8+15 0.1425 0.48 |Q V | | | | 8+20 0.1458 0.48 |Q V | | | | 8+25 0.1490 0.48 |Q V | | | | 8+30 0.1523 0.48 |Q V | | | | 8+35 0.1557 0.49 |Q V | | | | 8+40 0.1592 0.51 | Q V| | | | 8+45 0.1627 0.51 | Q V| | | | 8+50 0.1663 0.53 | Q V| | | | 8+55 0.1700 0.54 | Q V| | | | 9+ 0 0.1737 0.54 | Q V | | | 9+ 5 0.1777 0.57 | Q V | | | 9+10 0.1818 0.60 | Q V | | | 9+15 0.1859 0.60 | Q V | | | 9+20 0.1902 0.62 | Q V | | | 9+25 0.1946 0.63 | Q |V | | | 9+30 0.1989 0.63 | Q |V | | | 9+35 0.2035 0.66 | Q |V | | | 9+40 0.2081 0.68 | Q | V | | | 9+45 0.2128 0.68 | Q | V | | | 9+50 0.2177 0.70 | Q | V | | | 9+55 0.2226 0.72 | Q | V | | | 10+ 0 0.2276 0.72 | Q | V | | | 10+ 5 0.2316 0.59 | Q | V | | | 10+10 0.2350 0.49 |Q | V | | | 10+15 0.2383 0.48 |Q | V | | | 10+20 0.2416 0.48 |Q | V | | | 10+25 0.2449 0.48 |Q | V | | | 10+30 0.2481 0.48 |Q | V | | | 10+35 0.2521 0.57 | Q | V | | | 10+40 0.2565 0.64 | Q | V | | | 10+45 0.2609 0.65 | Q | V | | | 10+50 0.2654 0.65 | Q | V | | | 10+55 0.2699 0.65 | Q | V | | | 11+ 0 0.2744 0.65 | Q | V | | | 11+ 5 0.2787 0.63 | Q | V | | | 11+10 0.2829 0.61 | Q | V | | | 11+15 0.2872 0.61 | Q | V | | | 11+20 0.2914 0.61 | Q | V | | | 11+25 0.2956 0.61 | Q | V | | | 11+30 0.2998 0.62 | Q | V | | | 11+35 0.3038 0.57 | Q | V | | | 11+40 0.3075 0.54 | Q | V | | | 11+45 0.3113 0.54 | Q | V | | | 11+50 0.3151 0.56 | Q | V | | | 11+55 0.3191 0.57 | Q | V | | | 12+ 0 0.3231 0.58 | Q | V | | | 12+ 5 0.3282 0.74 | Q | V | | | 12+10 0.3341 0.86 | Q | V| | | 12+15 0.3401 0.88 | Q | V| | | 12+20 0.3463 0.90 | Q | V| | | 12+25 0.3526 0.92 | Q | V | | 12+30 0.3590 0.92 | Q | V | | 12+35 0.3657 0.97 | Q | |V | | 12+40 0.3726 1.00 | Q | |V | | 12+45 0.3795 1.01 | Q | |V | | 12+50 0.3867 1.03 | Q | | V | | 12+55 0.3939 1.05 | Q | | V | | 13+ 0 0.4011 1.05 | Q | | V | | 13+ 5 0.4092 1.17 | Q | | V | | 13+10 0.4179 1.25 | Q | | V | | 13+15 0.4266 1.27 | Q | | V | | 13+20 0.4353 1.27 | Q | | V | | 13+25 0.4441 1.27 | Q | | V | | 13+30 0.4528 1.27 | Q | | V | | 13+35 0.4598 1.01 | Q | | V | | 13+40 0.4656 0.84 | Q | | V | | 13+45 0.4712 0.81 | Q | | V | | 13+50 0.4767 0.81 | Q | | V | | 13+55 0.4823 0.81 | Q | | V | | 14+ 0 0.4879 0.81 | Q | | V | | 14+ 5 0.4941 0.91 | Q | | V | | 14+10 0.5008 0.97 | Q | | V | | 14+15 0.5076 0.98 | Q | | V| | 14+20 0.5142 0.96 | Q | | V| | 14+25 0.5207 0.94 | Q | | V | 14+30 0.5272 0.94 | Q | | V | 14+35 0.5337 0.94 | Q | | V | 14+40 0.5402 0.94 | Q | | |V | 14+45 0.5467 0.94 | Q | | |V | 14+50 0.5530 0.92 | Q | | |V | 14+55 0.5593 0.91 | Q | | | V | 15+ 0 0.5655 0.90 | Q | | | V | 15+ 5 0.5716 0.88 | Q | | | V | 15+10 0.5776 0.87 | Q | | | V | 15+15 0.5835 0.87 | Q | | | V | 15+20 0.5893 0.84 | Q | | | V | 15+25 0.5950 0.83 | Q | | | V | 15+30 0.6007 0.83 | Q | | | V | 15+35 0.6057 0.73 | Q | | | V | 15+40 0.6103 0.67 | Q | | | V | 15+45 0.6149 0.66 | Q | | | V | 15+50 0.6194 0.66 | Q | | | V | 15+55 0.6240 0.66 | Q | | | V | 16+ 0 0.6285 0.66 | Q | | | V | 16+ 5 0.6310 0.36 |Q | | | V | 16+10 0.6321 0.16 Q | | | V | 16+15 0.6330 0.13 Q | | | V | 16+20 0.6339 0.13 Q | | | V | 16+25 0.6348 0.13 Q | | | V | 16+30 0.6356 0.13 Q | | | V | 16+35 0.6364 0.11 Q | | | V | 16+40 0.6370 0.10 Q | | | V | 16+45 0.6377 0.10 Q | | | V | 16+50 0.6384 0.10 Q | | | V | 16+55 0.6390 0.10 Q | | | V | 17+ 0 0.6397 0.10 Q | | | V | 17+ 5 0.6406 0.13 Q | | | V | 17+10 0.6416 0.15 Q | | | V | 17+15 0.6427 0.16 Q | | | V | 17+20 0.6438 0.16 Q | | | V | 17+25 0.6449 0.16 Q | | | V | 17+30 0.6460 0.16 Q | | | V | 17+35 0.6471 0.16 Q | | | V | 17+40 0.6482 0.16 Q | | | V | 17+45 0.6493 0.16 Q | | | V | 17+50 0.6502 0.14 Q | | | V | 17+55 0.6511 0.13 Q | | | V | 18+ 0 0.6520 0.13 Q | | | V | 18+ 5 0.6529 0.13 Q | | | V | 18+10 0.6538 0.13 Q | | | V | 18+15 0.6546 0.13 Q | | | V | 18+20 0.6555 0.13 Q | | | V | 18+25 0.6564 0.13 Q | | | V | 18+30 0.6573 0.13 Q | | | V | 18+35 0.6580 0.11 Q | | | V | 18+40 0.6587 0.10 Q | | | V | 18+45 0.6593 0.10 Q | | | V | 18+50 0.6599 0.08 Q | | | V | 18+55 0.6603 0.07 Q | | | V | 19+ 0 0.6608 0.06 Q | | | V | 19+ 5 0.6613 0.08 Q | | | V | 19+10 0.6620 0.09 Q | | | V | 19+15 0.6626 0.10 Q | | | V | 19+20 0.6634 0.11 Q | | | V | 19+25 0.6642 0.12 Q | | | V | 19+30 0.6651 0.13 Q | | | V | 19+35 0.6659 0.11 Q | | | V | 19+40 0.6665 0.10 Q | | | V | 19+45 0.6672 0.10 Q | | | V | 19+50 0.6677 0.08 Q | | | V | 19+55 0.6682 0.07 Q | | | V | 20+ 0 0.6686 0.06 Q | | | V | 20+ 20+ 5 0.6692 0.08 Q | | | V | 20+10 0.6698 0.09 Q | | | V | 20+15 0.6705 0.10 Q | | | V | 20+20 0.6711 0.10 Q | | | V | 20+25 0.6718 0.10 Q | | | V | 20+30 0.6724 0.10 Q | | | V | 20+35 0.6731 0.10 Q | | | V | 20+40 0.6737 0.10 Q | | | V | 20+45 0.6744 0.10 Q | | | V | 20+50 0.6749 0.08 Q | | | V | 20+55 0.6754 0.07 Q | | | V | 21+ 0 0.6758 0.06 Q | | | V | 21+ 5 0.6764 0.08 Q | | | V | 21+10 0.6770 0.09 Q | | | V| 21+15 0.6777 0.10 Q | | | V| 21+20 0.6782 0.08 Q | | | V| 21+25 0.6787 0.07 Q | | | V| 21+30 0.6791 0.06 Q | | | V| 21+35 0.6797 0.08 Q | | | V| 21+40 0.6803 0.09 Q | | | V| 21+45 0.6810 0.10 Q | | | V| 21+50 0.6815 0.08 Q | | | V| 21+55 0.6819 0.07 Q | | | V| 22+ 0 0.6824 0.06 Q | | | V| 22+ 5 0.6829 0.08 Q | | | V| 22+10 0.6836 0.09 Q | | | V| 22+15 0.6842 0.10 Q | | | V| 22+20 0.6848 0.08 Q | | | V| 22+25 0.6852 0.07 Q | | | V| 22+30 0.6857 0.06 Q | | | V| 22+35 0.6861 0.06 Q | | | V| 22+40 0.6865 0.06 Q | | | V| 22+45 0.6870 0.06 Q | | | V| 22+50 0.6874 0.06 Q | | | V| 22+55 0.6878 0.06 Q | | | V| 23+ 0 0.6883 0.06 Q | | | V| 23+ 5 0.6887 0.06 Q | | | V| 23+10 0.6891 0.06 Q | | | V| 23+15 0.6896 0.06 Q | | | V| 23+20 0.6900 0.06 Q | | | V| 23+25 0.6905 0.06 Q | | | V| 23+30 0.6909 0.06 Q | | | V| 23+35 0.6913 0.06 Q | | | V| 23+40 0.6918 0.06 Q | | | V| 23+45 0.6922 0.06 Q | | | V| 23+50 0.6926 0.06 Q | | | V| 23+55 0.6931 0.06 Q | | | V| 24+ 0 0.6935 0.06 Q | | | V| 24+ 5 0.6937 0.03 Q | | | V| 24+10 0.6937 0.00 Q | | | V| ------------------------------------- ----------------------------------Project: By: POC: Date: Required Storage Volume (Vs) Vs 15,515 CF Stormtech System Stone Foundation Depth 18.0 Storage Volume Per Chamber 88.4 CF Total Cover over Chamber 18.0 Inches Number of Chambers Required C 176 Each 18 Required Bed Size (S) S 6,544 SF Tons of Stone Required (Tst) Tst 1,067 Tons Volume of Excavation (Ex) Ex 1,317 CY Area of Filter Fabric (F) F 2,000 SY # of End Caps Required Ec 10 Each Width 130 FT Length 100 FT Length 50.34 FT Width 65.44 FT # of Chambers Long 7 EA # of Chambers Long 14 EA # of Rows 25 EA # of Rows 13 EA Actual Length 51.52 FT Actual Length 101.33 FT Actual Width 119.25 FT Actual Width 62.25 FT System Requirements System Cost -CONCEPTUAL BUDGET Controlled by Width Controlled by Length *Budgetary Installed Costs for StormTech Systems range from $3.50 -$7.00 /CF of Storage. *Many geographical variables can effect Installed Costs and should be taken into account when estiamating budgets. * PLEASE CALL STORMTECH @888-892-2694 FOR CONCEPTUAL COST ESTIMATES DUE TO GEOGRAPHICAL VARIABLES. . . 12" MIN. T PAVEMENT 6" MIN. MIN. FOR UNPAVED INSTALLATION WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24 INCHES . 6" 12" Water Quality Management Plan (WQMP) Rancho Vista Village 1-14-12 Appendix E Soils Report Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 2 ATTACHED FIGURES AND APPENDICES Figure 1 Site Location Map Figure 2 Regional Physiographic Setting, Topographic Map, 1/100000 Figure 3 Local Topographic Map, USGS Scale, 1/24000 Figure 4 Large Scale Topographic Map, ~6000 Scale Figure 5 Site Aerial Figure 6 Tectonic Setting Figure 7 Geologic Map Figure 8 A. P. Zones Map Figure 9 Faults of Southern California (Fault Setting) Plate 1 Geologic and Exploratory Boring Location Map Plate 2 Geologic Cross Section Plate 3 Surficial Stability Calculation Plate 4 Percolation Test Location Map Plate 5 Percolation Test Instrumentation Detail Plate 6 Retaining Wall Subdrain Plate 7 Surcharge Loading on Retaining walls Appendix A References Appendix B Exploratory Boring Logs Appendix C Laboratory Test Results Appendix D Slope Stability Analysis Appendix E Slope Maintenance Guidelines Appendix F Liquefaction Analysis Appendix G Percolation Percolation Test Data/Results Appendix H General Earthwork and Grading Specifications Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 3 SITE DESCRIPTION AND PROPOSED DEVELOPMENT Site Description The Legal Assessor's Parcel No. for the site is 944-060-006. The site rests in the easterly portion of Section 1, Township 8 South, Range 3 West, S.B.B.&M. The subject site rests northeast of the intersection of Rancho Vista Road and Mira Loma Drive in the City of Temecula, California. The site is located in a mixed usage area of Temecula, California. The site consists of approximately 7.28 acres and is bounded on the east by a flood control channel and existing school, west and north by Mira Loma Drive, and south by Rancho Vista Road. Refer to Figure 1, Site Location Map. At the present time, the site is vacant except for remnants of old foundations, pavement, and fences. We understand that the site was used as a charter school. The topography may be described as variable and sloping. Based on our site visit the northwesterly portion of the site was occupied by the school facilities. The southeasterly portion of the site appears to have not been improved, except for drainage control. An active flood control channel bounds the easterly portion of the property. The channel is incised into native ground. The downstream of the channel, at the intersection with Mira Loma Drive is improved with concrete wing walls and galvanized metal grill. Vegetation along the channel is moderately dense to dense. Proposed Improvements Based on the provided plan prepared by Hannouche Architects the site is proposed for 8 multi-family buildings, club house, and a pool. The proposed residential units are three stories high with ground parking in the first level. Tentatively, it is our understanding that the proposed structures are to be supported by a combination of isolated square and continuous wall type foundations. We have not been provided with specific foundation loads. We anticipate however, that continuous wall loads will not exceed 3 kips per linear foot. Isolated column loads of up to 30 kips have been considered in the generation of our geotechnical design parameters. Proposed Grading GeoMat Testing Laboratories, Inc, was provided the following project plans: Plan Prepared By Date Scale Site Plan Hannouche Architects November 18, 2011 1”=40’ Mass Grading Plan Richard L. Valdez Not Dated 1”=40’ The Site Plan depicts the building locations and the Mass Grading Plan depicts the proposed contours of mass grading. Individual pad elevations are not known at this time, however, we anticipate that building grades to be within one foot of the mass grading shown in the provided rough grading plan. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 4 GEOTECHNICAL FINDINGS Subsurface Exploration Seven exploratory borings were excavated by means of a truck mounted rotary auger rig at the approximate locations shown on Plate 1. Continuous logs of the materials encountered were made on the site by a Soil Engineer. These are presented in Appendix B. Representative undisturbed samples were obtained by driving a thin-walled steel penetration sampler with successive 30-inch drops of a 140-pound hammer. The number of blows required to achieve each six inches of penetration were recorded on the boring logs and used for estimating the relative consistencies of the subsoils. Two different samplers were used. The first sampler used was a Standard Penetration Sampler for which published correlations relating the number of hammer blows to the strength of the soil are available. The second sampler type was larger in diameter, carrying brass sample rings having inner diameters of 2.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. They were then transported to the laboratory for observations and testing. Representative bulk samples were obtained and returned to the laboratory for further testing and observations. The results of this laboratory testing are discussed and presented in Appendix C. Subsurface Earth Material The results of the subsurface investigation by Inland Foundation Engineering indicate that the site may be characterized as being underlain by both alluvial soils and materials of the Pauba Formation. In addition, manmade fills were encountered in the lower portions of the property. Manmade fill was encountered in Borings B-03 through B-05. These fill materials extended to depth of approximately 3 to 5 feet. The Relative Compaction of the fill ranged from approximately 87 to over 90 percent. These soils are similar to those encountered elsewhere on the site and probably originated from the site during previous grading operations. In general, alluvial soils consist of silty and clayey sands. These materials are in a medium dense to very dense condition. Relative Compactions typically exceed 85 percent. Consolidation testing of alluvial soils encountered in Boring B-03 indicates slight compressibilities. The soils are also slightly overconsolidated. The depth of alluvium varies across the site. At the site of Boring B-03, it is estimated that the depth of alluvium is on the order of 30 to 35 feet. On the west portion of the site, alluvial soils were not encountered. The formational materials appear to be consistent with those of the Pauba formation, consisting of alternating layers of sand, silty sand and clayey sand. These materials are typically in a dense to very dense condition. Penetration testing indicates blow counts of more than 50 blows per foot throughout most of the formational materials. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 5 Laboratory Testing Representative bulk 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 across 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 and analytical testing. This testing included direct shear, expansion, consolidation, water-soluble sulfate, pH, resistivity and chlorides. These tests were performed in order to provide a means of developing specific design recommendations based on the strength and corrosive characteristics of the soil. Expansion Potential Laboratory testing indicates that some native soils slightly-plastic and should be assumed to be expansive. Due to the presence of expansive soils, special expansive design criteria should be considered during preliminary planning for the design of foundations and concrete slabs-ongrade. Laboratory tests for one soil sample indicate an Expansion Index of 13 which is considered to be very low. Additional expansion index testing should be performed subsequent to completion of rough grading. Groundwater Groundwater was encountered at the site of Boring B-03 at a depth of approximately 25 feet. Groundwater is expected to be present at similar depths throughout the easterly portion of the site. Surface running water was noted in the creek during our site reconnaissance. Groundwater was located within our Boring No. B-03 at a depth of approximately 25 feet beneath the existing ground surface. Groundwater data compiled by the Western Municipal Water District/San Bernardino Valley Municipal Water District indicate two recently monitored wells in the vicinity of the site. State Well No. 8S3W01001, located approximately one-quarter mile west of the site was monitored on April 25, 2004. At that time, the depth to groundwater was 303.36 feet. State Well No. 8S3W01 P02, located approximately one-half mile west of the site was also monitored in April 2004. The depth to groundwater was 301.96 feet. It is important to note that neither of these wells reflects conditions associated with the alluvial drainage on the easterly portion of the site. Slope Stability Based on the provided mass grading plan a cut slope 42 feet high with a 6 feet bench at approximately 30 feet up from the toe of slope is proposed. A Geologic Cross Section, Plate 2 was drawn through the slope in approximately N20°E direction. We have conducted global stability analysis of the proposed 42 feet high cut slope. The sloping topography of the existing condition of the slope has an average gradient of approximately2H:1V, according to the topographic map provided by Richard L. Valdez. Slight modification of the slope is proposed, as it is designed at the same existing inclination of 2H:1V. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 6 The slope stability was analyzed under both static and seismic conditions for rotational failures using Modified Bishop's method. Galena computer program was utilized for our analysis (results are in Appendix D). Our seismic calculations were performed using a lateral pseudostatic seismic coefficient (Kh) of 0.15. We have assumed a 200 psf traffic load distributed over the top of slope for vehicle use. The minimum factors of safety of the analysis are as follows: GLOBAL STABILITY SAFETY FACTORS Failure Type Static Pseudostatic Global Rotational 1.87 1.34 The majority of the cut slope is expected to expose massive Pauba Formation. The east end of the slope as it tapers down in height will be developed in compacted fill. The cut and fill portions are expected to perform satisfactorily when constructed at a maximum gradient of 2H:1V and in accordance with standard grading recommendations. Surficial Slope Stability Surficial stability of a 26.6° slope has been calculated. The result of calculation shows a factor of safety of 2.1 >1.5, see Plate 3. Slope Construction/Maintenance Fill slopes should be provided at the toe with a two feet deep keyway embedded into firm materials. The keyway should be at least one equipment width inclined at rate of two percent inward. All keyways should be observed prior to starting fill slope construction. All slopes should be compacted to at least 90 percent of the maximum dry density; to the outer slope face. We recommend overfilling, compaction by backrolling and then trimming to grade for fill slope construction. It is recommended that all slopes be planted subsequent to construction. As a minimum, Slope Maintenance Guidelines for Homeowners presented in Appendix E should be followed for this purpose. Graded fill and cut slope, in our opinion, should be provided with a toe drain to prevent nuisance water from daylighting on the slope face or at the toe. Generally, a “burrito-style” drain consisting of perforated plastic pipe encased in free draining aggregate and surrounded by appropriate geotextile filter fabric would be sufficient for this condition. Typical toe drain details are presented in Appendix H. Specific design details for subdrain should be developed during actual needs conditions encountered during grading. Liquefaction Analysis The east portion of the site is located within State of California Seismic Hazard Zones for Liquefaction, as shown on the seismic hazard zone map for Murrieta Quadrangle. The west side of the site is located in Pauba formation and is considered a non-liquefaction area. For the west side of the site a hypothetical quantitative liquefaction analysis was conducted assuming groundwater is at ground surface. Boreholes B-6 was essentially used for the analysis. Exploratory depth for B-6 was only 21.5 feet. Therefore, field data from Borehole B-1 was used from 22 feet below ground surface to 52 feet below ground surface surface to complete the analysis. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 7 Both Boreholes B-1 and B-6 were drilled in Pauab Formation and therefore the data below 22 feet in Borehole B-1 is assumed to be complementary. The quantitative analysis shows no liquefaction potential and zero seismic settlement. Soil liquefaction is a process by which loose, saturated, granular deposits loose a significant portion of their strength due to pore water pressure buildup resulting from cyclic loading, such as that caused by an earthquake. Soil liquefaction can lead to foundation bearing failures and excessive settlements. Liquefaction susceptibility reflects the relative resistance of soils to loss of strength when subjected to ground shaking. Primarily, physical properties and conditions of soils such as sediment grain-size distribution, compaction, cementation, saturation, and depth govern the degree of resistance. Soils that lack resistance (susceptible soils) are typically saturated, loose poorly graded sand sediments. Soils resistant to liquefaction include all soil types that are drier or sufficiently dense. Cohesive soils are generally not considered susceptible to liquefaction. Summary of Quantitative Liquefaction Evaluation Liquefaction susceptibility using Standard Penetration Test data and laboratory grain size test results presented in the referenced report being updated were analyzed using LiquefyPro software. Liquefaction analysis performed for this evaluation included: [1] evaluation of soil consistency and compactness influencing liquefaction, [2] correction of penetration resistance data to convert measured SPT N-values to standard N60-values, [3] calculating the earthquake induced stress ratio (CSR), [4] calculating cyclic resistance ratio (CRR), [5] assume that water table rise to the surface, and [6] evaluation of liquefaction potential by calculating a factor of safety against liquefaction (FS), by dividing CRR by CRS. Because the upper foundation soil will be excavated and compacted the SPT blow count for the compacted fill is assumed to be 25, in the computer analysis. The software output is presented in Appendix F. The generated computer calculation in Appendix F shows that onsite soils can resist liquefaction except for zone between 16 and 25 feet below ground surface where the soils may be prone to liquefaction. Seismically Induced Settlement Earthquake-induced settlement was estimated using procedures presented by Ishihara and Yoshimine (1990) for dry/moist soils (above the water table) and saturated sands. Settlements analyses were performed for the same location analyzed for liquefaction potential to estimate the maximum possible cyclic settlement to be expected at the project site. LIQUEFY PRO software was used to calculate cyclic settlements and presents them on a cumulative settlement in Appendix F, including settlements above and below historic high ground water depths. Volumetric strains for soils above the water table were estimated estimated using blow count data and cyclic shear strain (Tokimatsu and Seed, 1987). Cyclic settlement was obtained by multiplying the thickness of the soil layer by the calculated volumetric strain. Cyclic settlements for saturated sands were estimated using blow count data corrected for fines content (i.e. blow counts for equivalent clean sand were used) and other factors used for liquefaction analyses (Stark and Olson, 1995). The referenced procedure applies only to saturated clean sands. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 8 Volumetric strain for saturated sands was estimated using the calculated earthquakeinduced cyclic shear stress and corrected blow count (Ishihara and Yoshimine (1990). The cyclic settlement was obtained by multiplying the thickness of the liquefied soil layer by the volumetric strain. The results of computerized cyclic settlement analyses are presented in Appendix F. In this case, estimated total seismic settlement is expected to be 2.0 inches. Considering procedural conservatism and the above results, a maximum differential cyclic settlement of 2/3 of the seismic settlement is estimated (SCEC/DMG SP117, 1999). The above estimated cyclic settlements were computed for saturated and saturated sand. Although, not anticipated, intermediate thin soil layers, not tested, may be subject to liquefaction. This condition are expected to be mitigated by upper non-liquefiable layers (per Ishihara, 1985, procedures), and the settlements at the corresponding depths, although are expected to be insignificant, they should not propagate to the surface owing to the bridging effects from the nonliquefiable layers. Liquefaction Observations/Summary 1. Some potential for liquefaction and earthquake-induced settlements are expected at this site. Although a maximum total settlement of 2.0 inches is expected to be the possible highest, the foundations should be selected and detailed to resist liquefaction effects and prevent large-scale damage to these structures. 3. An estimated seismic differential settlement of 2/3 of total settlement may be anticipated. 4. Even based on the results from the rigorous reconciliation analyses, and per Ishihara’s procedures (1985), no potential for surface manifestation (e.g. sand boils or significant ground fissures) as an effect from movement of layer(s) below the historic high groundwater is expected at this site. This is considering that significant liquefiable layers only start at a depth of 16 feet and a thick non-liquefiable layer is present above it. 5. Based on SCEC (1999) guidelines, a potential for loss of bearing capacity due to liquefaction is not expected at the site since there is not an upper potentially liquefiable layer at a depth shallower than the estimated depth where the induced vertical stress in the soil is less than 10% of the bearing pressure imposed by the foundation systems. Furthermore, proper reinforced foundation systems such as mat foundation or piles are designed to dissipate structural loads. Also, no loss of bearing capacity is expected for grade beams or lightly loaded slabs-on-grade. 6. In significant conformance with Youd, Hanson, and Bartlett (ASCE Geotechnical Jr. April 1995, and Lecture by Youd on July 7, 1999), no lateral spreading due to liquefaction is expected at this site due to the following reasons: Alluvial subsurface soils are essentially horizontally layered. The alluvium according to the subsurface investigation report may be on the order of 30 to 35 feet at Borehole No. 3. Although not indicated in the soil report, the alluvium-Pauba Formation geologic contact is expected to be near the center of the property. According to the SPT blow count the formation is very dense, therefore, it is not expected to shear to cause significant lateral spreading. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 9 The moderately dense alluvium exposed in Boreholes No. 3 and 7 (closest to the creek) did not expose clean sand in the soil profile. Exploratory Borehole No. 3 penetrated the alluvium into the Pauba Formation. In conclusion, Borehole No. 3 (drilled to a depth more that five time the height of the proposed slope along the east side of the site) depicts the complete soil profile of the younger alluvium. No thick clean sand layer is shown in the soil profile. If clean sand is to exist elsewhere, in areas not explored, it is expected to be scattered or have minimal occurrence throughout the site, and cannot reasonably be connected to form a hypothetical “continuous” line of significant length that could reasonably be expected to “exit” on a slope or free face, or move significantly below the minimal (1%, per plan) slope of the site. In the liquefaction spreadsheets (a part part of the LiquefyPro software results) it can be observed that at the analyzed locations, no saturated liquefiable sandy soils with values of N1(60) <15 exist at the site. 7. Although it is extremely difficult to predict the overall behavior of any site during seismic shaking, it is our opinion that proper design of foundation can substantially improve the structure’s resistance to deformation. This is most commonly accomplished by providing proper reinforced foundation design. If the owner wishes a higher degree of confidence, then the structures should be designed for higher probable events. Please note that foundation design is under the purview of the structural engineer. All foundations should be designed by a qualified structural engineer in accordance with the CBC and the latest applicable building codes and structural considerations may govern. Soil Corrosion Potential To evaluate the corrosion potential of the surficial soils we have reviewed the analytical test results presented in the referenced report by Inland Foundation Engineering. The test results of these tests are summarized below. Sulfate (%) Chloride pH Saturated Resistivity 0.001 to 0.007 <500 ppm 7.2 to 7.3 1,500 to 11,400 ohm-cm Many factors can affect the corrosion potential of soil including soil moisture content, resistivity, permeability and pH, as well as sulfate concentration. In general, soil resistivity, which is a measure of how easily electrical current flows through soils, is the most influential factor. Based on the findings of studies presented in ASTM STP 1013 titled “Effects of Soil Characteristics on Corrosion” (February, 1989), the approximate relationship between soil resistivity and soil corrosiveness was developed as shown in Table below. Soil Resistivity (ohm-cm) Classification of Soil Corrosiveness 0 to 900 Very Severe Corrosion 900 to 2,300 Severely Corrosive 2,300 to 5,000 Moderately Corrosive 5,000 to 10,000 Mildly Corrosive 10,000 to >100,000 Very Mildly Corrosive Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 10 Sulfate ion concentrations, and pH appear to play secondary roles in affecting corrosion potential. Sulfate ions in the soil can lower the soil resistivity and can be highly aggressive to Portland cement concrete by combining chemically with certain constituents of the concrete, principally tricalcium aluminate. This reaction is accompanied by expansion and eventual disruption of the concrete matrix. Potentially high sulfate content could also cause corrosion of the reinforcing steel in concrete. California Building Code (CBC) provides requirements for concrete exposed to sulfate-containing solutions as summarized below. Water Soluble Sulfate (ppm) Sulfate Exposure 0 1000 Negligible 1000-2000 Moderate 2000-20000 Severe Over 20000 Very Severe Acidity is an important factor of soil corrosivity. The lower the pH (the more acidic the environment), the higher the soil corrosivity with respect to buried metallic structures. As soil pH increases above 7 (the neutral value), the soil is increasingly more alkaline and less corrosive to buried steel structures due to protective surface films which form on steel in high pH environments. A pH between 5 and 8.5 is generally considered relatively passive from a corrosion standpoint. Based on the test results and the resistivity correlations, it appears that the corrosion potential to buried metallic improvements may be characterized as severe. From the CBC guidelines, sulfate exposure to Portland Cement Concrete (PCC) may be considered negligible to moderate for the sampled materials. Site Class Formal structural plans have not been prepared, the exact height, design loads of the multi-family buildings, and the construction material, stiffness, and strength of structure are unknown at this time. Therefore we are assuming that the proposed three stories high buildings are expected to be 30 feet high or less, of conventional light frame construction, and their structure fundamental period of vibration is less than 0.5 seconds (this based on T=Ct(hn)0.75, where Ct=0.02 and h=30). Accordingly site specific evaluation to determine spectral acceleration for liquefiable soils is not required and therefore the structure need not be designed as if it is Seismic Site Class “F:” (exempt under ASCE 7 Section 20.3.1). The structural engineer should verify the structure fundamental period using applicable methods from the CBC. It is our opinion that structures should be designed in accordance with the current seismic building code as determined by the structural engineer. Considering the Spectral Response Acceleration at short period SDS > 0.50g (CBC Table 1613.5.6(1), and the Spectral Response Acceleration at one second period SD1 >0.20g (CBC Table 1613.5.6(2), the subject site is located in an estimated Site Class “D” as outlined in CBC Table 1613.5.2. Present building codes and construction practices, and the recommendations presented in this report are intended to minimize structural damage to buildings and loss of life as a result of a moderate or a major earthquake. They are not intended to totally prevent damage to structures, graded slopes and natural hillsides due to moderate or major earthquakes. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 11 While it may be possible to design structures and graded slopes to withstand strong ground motion, the construction costs associated with such designs are usually prohibitive, and the design restrictions may be severely limiting. Earthquake insurance is often the only economically feasible form of protection for your property against major earthquake damage. Damage to sidewalks, steps, decks, patios and similar exterior improvements can be expected as these are not normally controlled by the building code. Seismic Design Parameters: The CBC seismic design parameters are presented in the following table. Parameter Design Value Site Class D 0.2 second Spectral Response Acceleration, Ss 1.839 1.0 second Spectral Response Acceleration, S1 0.670 Site Coefficient, FA 1.0 Site Coefficient, FV 1.5 Maximum considered earthquake spectral response accelerations for short periods, SMS 1.839 Maximum considered earthquake spectral response accelerations for 1-second periods, SM1 1.006 Design Spectral Response Acceleration at Short Periods, SDS 1.226 Design Spectral Response Acceleration at 1-Second Periods, SD1 0.671 Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 12 PERCOLATION TESTING Groundwater Groundwater depth encountered in the exploratory boreholes was 25 feet below ground surface. At the time of percolation testing the creek was flowing. One borehole was excavated near the creek where water was encountered at 2.5 feet below ground surface. Procedure Percolation tests P-1, P-2 and P-4 were excavated to 3 feet below ground surface. P-3 was excavated to 5 feet below ground surface. Test locations are shown on Plate 4. A 4-inch diameter perforated pipe was inserted in the 6-inch diameter borehole. The pipe was slotted in the lower 12 inches where percolation testing was conducted. The slotted portion of the pipe was provided with filter fabric to prevent soil fines migration into the test hole. The soils surrounding the slotted pipe section was provided with gravel to prevent caving of the soils. No pre-saturation was conducted because the material is sufficiently moist. The test instrumentation was installed into the perforated pipe. The instrument is adopted from guidelines by the State of California Water Resources Control Board. A diagram of the measuring instruments is shown in Plate 5. The following is the raw percolation rate value obtained from the testing. They should be used by project civil engineer with caution. Soil saturation may have contributed to variation in test results. Test No. Depth of Test Soil Classification % Passing No. 200 Sieve Raw Percolation Rate In/hr P-1 3’ Silty Sand --1 P-2 3’ Silty Sand 13 0.5 P-3 5’ Silty Sand 14 360 P-4 3’ Silty Sand --4 Laboratory test results and field percolation data/results are provided in Appendix G. Safety Factor Long-term infiltration rates may be reduced significantly by factors such as soil variability and inaccuracy in the infiltration rate measurement. The correction factor for site variability is between 3 and 10. Safety factors for operating the system, maintenance, siltation, biofouling, etc. should also be considered by the design civil engineer at his discretion. Construction An important consideration for percolation facilities is that, during construction, great care must be taken not to reduce the infiltrative capacity of the soil in the facility through compaction by heavy equipment or by using the infiltration area as a sediment trap. Infiltration facilities should be constructed late in the site development after soils (that might erode and clog the units) have been stabilized, or should be protected (by flagging) until site work is completed. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 13 Infiltration devices should be sited at least 10 feet from settlement sensitive foundations, and 8 feet from block walls. Infiltration devices should not be installed in compacted fill. Precaution Please note that significant mounding of infiltrating stormwater can occur above the water table in areas with shallow water table (less than 15 feet below the bottom of BMP devices). BMP devices with less than 5 feet between the bottom of the device and the groundwater table should not be designed for infiltration. Observation/Testing GeoMat Testing Laboratories should observe the basin excavation. Laboratory testing including but not limited to grain size analysis, sand equivalent, sulfate content, etc should be conducted during construction. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 16 CONCLUSIONS Based upon our review of previous study, we conclude that the proposed improvements are feasible from a geotechnical standpoint. We have found no significant geologic or soil-related constraints during the course of this investigation that cannot be mitigated by proper design and construction practices. Specific conclusions are summarized below: The site is expected to experience strong ground shaking during the design life of the structures. The potential for liquefaction occurrence is anticipated 16 to 25 feet below ground surface in younger alluvial soils. Seismically-induced settlement in young alluvium is expected to be on the order of 2 inches. No seismic settlement is expected in Pauba Formation. Very moist soil is expected to be encountered. Grading along the creek, during wet season, may encounter shallow groundwater. Small, light weight grading equipment mounted on tracks may be applicable where shallow groundwater is anticipated. This conditions may require special construction practices, such as excavating wet soil with an excavator, mixing wet soil with drier soil or air drying, stabilizing with geo-fabric, pumping soil removal, and bottoms dewatering. Subdrain system is not anticipated at this time. The need for subdrain will be determined during rough grading. Toe drain for slopes should be considered during planning and construction. We have no way of predicting future groundwater levels or perched water due to grading or increase in surface water infiltration from rainfall or from landscape irrigation. Subdrains, horizontal drains, toe drains, French drains, heel drains or other devices may be recommended in future for graded areas that exhibit nuisance water seepage. Complete removal and recompaction of the undocumented artificial fill and partial removal and recompaction of the upper alluvial soil will be necessary. Cut slopes exposing massive, dense Pauba formation and fill slopes constructed of onsite soil are expected to perform satisfactorily when constructed in accordance with appropriate geotechnical recommendations. The slopes along the creek bank will require rip-rap or equivalent method protection from flooding and erosion. Based on laboratory test results presented in referenced reports, the near-surface, onsite soil is expected to exhibit very low expansion potential. This should be verified subsequent to completion of rough grading. Concrete in contact with the onsite soil is expected to have negligible exposure to watersoluble sulfates in the soil. The onsite soil is considered to be mildly corrosive to ferrous metal. Soils with sever potential to corrosion may be encountered, according to the laboratory test results presented in the referenced soil report. Additional laboratory testing should be conducted subsequent to completion of rough grading. Overall, the geologic setting of the property appears satisfactory for the use intended, provided engineering recommendations are followed. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 17 RECOMMENDATIONS The following recommendations are based upon our review of provided documents and associated subsurface work. These recommendations are preliminary and should be reviewed and amended, as necessary, during rough grading. Earthwork All earthwork should be performed in accordance with the General Earthwork and Grading Specifications presented in Appendix H, unless specifically revised or amended below or by future review of project plans. Clearing and Grubbing All building, slab and pavement areas and all surfaces to receive compacted fill should be cleared of existing loose soil, vegetation, debris, and other unsuitable materials. We recommend a minimum overexcavation of at least 36 inches to provide assurance of exposing potentially unsuitable materials. If unsuitable conditions are exposed, they should be traced out and removed. All abandoned underground utility lines should be traced out and completely removed from the site. Each end of the abandoned utility line should be securely capped at the entrance and exit to the site to prevent any water from entering the site. Concrete irrigation lines may be capped at their entrance and exit to the site, crushed in place and distributed throughout the fill as directed by the Soil Engineer. Soils which are loosened due to the removal of trees should be removed and replaced as controlled compacted fill under the direction of the Soil Engineer. A search should be made in the vicinity of the existing structures for possible septic tank and/or seepage pits. These should be excavated and removed from the site or processed under the direction of the Soil Engineer. Preparation of Surfaces to Receive Compacted Fill The recommend depth of removal is on the order of eight to ten feet within the proposed fill areas that are underlain by alluvium. All surfaces to receive compacted fill shall be subjected to compaction testing prior to processing. Testing should indicate a Relative Compaction of at least 85 percent within the unprocessed native soils. If roots or other deleterious materials are encountered or if the Relative Compaction fails to meet the acceptance criterion, additional overexcavation will be required until satisfactory conditions are encountered. Upon approval, surfaces to receive fill shall be scarified, brought to near optimum moisture content, and compacted to a minimum of 90 percent Relative Compaction. Preparation of Building Areas Areas: All building areas should be underlain by a minimum compacted fill thickness of one times the footing width beneath the footing base elevation. This zone of recompaction should extend a minimum of five feet outside the building lines, and a minimum of 36 inches below the existing or final ground surface, whichever is deeper. The surface of the overexcavation should then be reviewed for compliance with the criteria in the above paragraph under this section. Upon observation, the the surface shall be scarified, brought to near optimum moisture content and compacted to a minimum of 90 percent Relative Compaction. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 18 An observation should then be made by the Soil Engineer or his representative, in order to verify the depth of the overexcavation and the Relative Compaction obtained. The excavated material may then be replaced as controlled compacted fill. Preparation of Slab and Paving Areas All surfaces to receive asphalt concrete paving or concrete slabs-on-grade should be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished by a combination of overexcavation, scarification and recompaction of the surface, and replacement of the excavated material as controlled compacted fill. Compaction of the slab areas shall be to a minimum of 90 percent Relative Compaction. Compaction within the proposed pavement areas shall be to a minimum of 90 percent Relative Compaction. Placement of Compacted Fill Fill materials consisting of on-site soils or approved imported imported granular soils, shall be spread in shallow lifts, and compacted at near optimum moisture content to a minimum of 90 percent Relative Compaction. Observations of the material encountered during the investigation indicate that compaction will be most readily obtained by means of rubber-wheeled or sheepsfoot compactors. If grading is performed during a dry period, pre-watering of the soil may provide a means of obtaining a more uniform moisture content through the soils which were encountered. This should be investigated by the grading contractor prior to the commencement of site grading. Field/Laboratory Testing During grading tests and observations shall be performed by the Soil Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. The minimum acceptable degree of compaction shall be 90 percent of the maximum dry density as obtained by the ASTM D1557 test method. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. Laboratory testing will also be conducted to verify that the soils will not subject concrete to sulfate attack and are not corrosive. Laboratory testing of any proposed import will be necessary prior to placement on the site. Laboratory testing of on-site soils may be done on either a selective or random basis as site conditions indicate. Shrinkage and Subsidence Volumetric shrinkage of the material which is excavated and replaced as controlled compacted fill should be anticipated. Near the surface, the anticipate shrinkage values of 15 to 20 percent with 15 percent being estimated on the basis of average values and 20 percent being based upon average values with the addition of one degree of uncertainty. It is estimated that this may be applicable for the upper two feet. Below that depth, these values will be much smaller, ranging from 5 to 10 percent. Subsidence of the surfaces which are scarified and compacted will be on the order of 0.05 to 0.1 feet per foot of recompaction. The effects of the recompaction of the soil "in-place" may extend up to two feet beneath the surface which is compacted. Therefore, subsidence due to such recompaction may be up to 0.2 feet. This will vary depending upon the type of equipment used and the moisture content of the soil at the time of grading. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 19 These values for shrinkage and subsidence are exclusive of losses which will occur due to the stripping of the organic material from the site and the removal of trees, utility or irrigation lines, and other subsurface obstructions. Wet Soil Very moist soil was encountered during the percolation testing at the site. If wet soil is encountered during grading, special handling of the soil may be required, such as mixing with drier soil or spreading and drying. Special measures may also be required to stabilize wet, pumping removal bottoms for support of compacted fill, such as placement of imported crushed rock and/or ground reinforcement with geotextile. Dewatering should not be precluded. Slopes Based on the current plan and our recommendations, we anticipate that the planned fill and/or cut slopes constructed at an inclination of 2H:1V or flatter will be grossly and surficially stable. Any fill to be placed on sloping ground steeper than 5% should be keyed and benched into competent material. Benching detail is shown in Appendix H of this report. Fill slopes should be constructed in accordance with the attached General Earthwork and Grading Specifications (Appendix H), following typical key excavation and benching. In order to achieve adequate compaction at the slope face, we recommend that fill slopes be overfilled and then cut back to compacted material. After cutting back, the final slope should be rolled with compaction equipment where determined necessary by the geotechnical engineer. The success of natural, cut and fill slopes will be dependent upon proper design, construction and maintenance. Grading should be designed in such a manner that all surface water is directed away from the slope face and into satisfactory drainage devices. The finished slopes should be assumed to be highly susceptible to erosion and should be planted as soon as possible after construction. The moisture content of the soil exposed on the slopes should be maintained at a relatively constant level to avoid the problems related to cyclic shrinkage and swelling. Slopes must also be protected against rodent activity and other means of deterioration. As a minimum, Slope Maintenance Guidelines for Homeowners presented in Appendix E should be followed for this purpose. Tentative Foundation Recommendations Spread Footings Residential structures founded into compacted fill underlain by Pauba Formation (non-settlement sensitive, i.e., not sensitive to the magnitudes of static and seismic-induced settlements), may be supported on conventional spread footings established on minimum 5 feet of compacted engineered fill. The final thickness of engineered fill would depend upon the actual depths of removal of uncertified fills and other surficial soils during site preparation. The limits of engineered fill should extend at least 5 feet beyond the edges of the footings or equal to the depth of improvement under the footing, whichever is greater. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 20 Footings should be established a minimum of 2 feet below the lowest adjacent final grade. An allowable bearing pressure of 2000 pounds per square foot (psf) may be used for spread footings with the above minimum dimensions. The allowable bearing pressure is a net value. Therefore, the weight of the foundation and the backfill over the footing may be neglected when computing dead loads. The bearing pressure applies to dead plus live loads and includes a calculated factor of safety of at least 3. The allowable bearing pressure value may be increased by one-third for short-term loading due to wind or seismic forces. The recommendations made in the preceding paragraph are based on the assumption that all footings will be supported upon properly compacted soil. All grading shall be performed under the testing and inspection of the Soil Engineer or his representative. Prior to the placement of concrete, we recommend that the footing excavations be inspected in order to verify that they extend into satisfactory soil and are free of loose and disturbed materials. If concrete is to be placed on dry absorptive soil in hot and dry weather, the soil should be dampened but not to a point that there is freestanding water prior to placement. The formwork and reinforcement should also be dampened. Total static settlements of individual, lightly loaded spread footings will vary depending on the width of the footing and the actual load supported. Total static settlements of footings, designed and constructed in accordance with the preceding recommendations are estimated to be on the order of 1 inch or less. Differential settlement may be taken as 1/2 the static settlement. Frictional and Lateral Coefficients Resistance to lateral loading may be provided by friction acting on the base of foundations, grade-beams, and slabs-on-grade. A coefficient of friction of 0.40 may be applied to dead load forces. This value does not include a factor-of-safety. A passive resistance of 260 pcf of equivalent fluid weight may be included for resistance to lateral load. This value does not include a factor-of-safety. When passive resistance is used in conjunction with friction, the coefficient of friction should be reduced by one-third in determining the total lateral resistance. At a minimum, a factor-of-safety of 1.5 should be included when resisting sliding or overturning. Passive earth pressure should be ignored within the upper one foot except where confined as beneath a floor slab. Mat Foundation An allowable net static bearing capacity of 1,500 pounds per square foot may be used for design of mat foundations assuming they will be placed at 15 inches below grade. A lateral sliding coefficient of 0.40 is recommended. A minimum thickness of 15 inches is recommended for the mat foundation. The mat thickness and amount of reinforcement should be determined by a Register Structural Engineer in the State of California. For structures supported by mat foundations, we recommend the use of a subgrade reaction coefficient defined as: 𝐾𝑏 = 𝐾𝑣1 𝑚 + 0.5 1.5𝑚 ∗ 𝐵 + 1 2𝐵 2 Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 21 Where: Kv1: Normalized subgrade reaction coefficient (namely, corresponding to a 1 foot square bearing plate), estimated at 100 pounds per cubic inch (pci). It should be noted that this value applies to dry or moist materials, with groundwater at a depth of at least 1.5B below the base of the footing. If groundwater is at the base of the footing use Kv/2 to calculate settlements. B: Width of the mat foundation measured in feet. m: Ratio of length over width of a rectangular footing. Anticipated mat foundation settlement is on the order of 1.0 inch. Minimum set back from the slopes is five feet. If this setback cannot be achieved, a grade beam along the slope should be integrated with the mat foundation. The grade beam should also be extended into the perpendicular side of the mat a distance equal to at least one-third the width of the building. Drilled Pier Foundation Drilled, cast-in-place, reinforced concrete piers may be used to support of the residential structures. Piers designed to resist lateral loads should extend below grade a minimum of 8 times the pier diameter. Minimum recommended diameter is 24 inches. Piers should be designed for a maximum allowable skin friction of 300 psf for combined dead plus sustained live loads. For axial uplift loads, a skin friction (adhesion) value of 150 psf may be used. The above values may be increased by one-third for total loads, including the effect of seismic or wind forces. The weight of the foundation concrete extending below grade may be disregarded. Piers should be tied together by grade beams. The size and reinforcement of the grade beam should be determined by the structural engineer. The beams should be suspended between piers and should not rely on soil support. Resistance to lateral displacement of individual piers will be generated primarily by passive earth pressures acting against two pier diameters. Passive pressures should be assumed equivalent to those generated by a fluid weighing 260 pcf. Passive pressures should be disregarded in areas with less than 7 feet of horizontal soil confinement and for the uppermost 1-foot of foundation depth unless confined by concrete slabs or pavements. Where groundwater is encountered during pier shaft drilling, it should be removed by pumping, or the concrete must be placed by the tremie method. If the pier shafts will not stand open, temporary casing may be necessary to support the sides of the pier shafts until concrete is placed. Concrete should not be allowed to free fall more than 5 feet to avoid segregation of the aggregate Slabs-on-Grade Concrete slabs should be supported by compacted structural fill as recommended earlier in this report and in the case of shallow groundwater a layer of crushed rock should be considered. It is recommended that perimeter slabs (walks, patios, etc.) be designed relatively independent of footing stems (free floating) so foundation adjustment will be less likely to cause cracking. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 22 Slabs at or near existing grades should be underlain with a minimum of 4 inches of sand. Areas where floor wetness would be undesirable should be underlain with a plastic vapor barrier to reduce moisture transmission from the subgrade soils to the slab. The membrane should be centered in the sand. The sand should be lightly moistened just prior to placing concrete. Flooring manufacturers may have specific requirements related to emission rates from concrete that should be achieved prior to the placement of flooring. Some flooring applications may require more effective barriers than the typical 10 mil used in residential construction. Therefore, the selection of the vapor barrier should be based upon the type of flooring material and is not considered to be a Geotechnical Engineering design parameter. Slabs constructed at or near the groundwater should be designed to resist resist the uplift of the groundwater. Minimum slab reinforcement should be No. 3 bars placed 18 inches on center in each direction. Reinforcing should be located at mid-slab. The drying time of the concrete slabs may be reduced using a lower water-cement ratio such as 0.5 or 0.45. The use of fly ash may enhance workability of the mix and reduce the alkali content. Soils underlying slabs that should be premoistened to 3% above optimum moisture content to a depth of 12 inches below lowest adjacent grade. Premoistening of slab areas should be observed and tested by project geotechnical engineer for compliance with these recommendations prior to placing of sand, reinforcing steel, or concrete. Notes for Slab-on-Grade Construction The vapor retarder recommended in the preceding paragraphs is a common method of reducing the migration of moisture through the slab. It will not prevent all moisture migration through the slab nor will it prohibit the formation of mold or other moisture related problems. For moisture sensitive floor coverings, an expert in that field should be consulted to properly design a moisture barrier suitable for the specific application. If concrete is to be placed on a dry absorptive subgrade in hot and dry weather, the subgrade should be dampened but not to a point that there is freestanding water prior to placement. The formwork and reinforcement should also be dampened. Shrinkage of concrete should be anticipated. This will result in cracks in all concrete slabs-ongrade. Shrinkage cracks may be directed to saw-cut "control joints" spaced on the basis of slab thickness and reinforcement. A level subgrade is also an important element in achieving some "control" in the locations of shrinkage cracks. Control joints should be cut immediately following the finishing process and prior to the placement of the curing cover or membrane. Control joints that are cut on the day following the concrete placement are generally ineffective. The placement of reinforcing steel will help in reducing crack width and propagation as well-as providing for an increase in the control joint spacing. The addition of water to the mix to enhance placement and workability frequently results in an excessive watercement ratio that weakens the concrete, increases drying times and results more cracking due to concrete shrinkage during the initial cure. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 23 Based on the soil investigation report, expansive soils may be present at the site. If expansive soils are found in building pads, special expansive design criteria should be considered during preliminary planning for the design of foundations and concrete slabs-on-grade. As a minimum, concrete slabs-on-grade should be 6 inches thick and reinforced with No. 4 bars at 12 inches, on center, each way. The slabs should also be provided with six inches of compacted sand or crushed rock. It should be noted, that the data given are minima, and that other more stringent structural considerations, such as large construction or service loads, or hydrostatic pressure may govern. Actual reinforcement and slab thickness should be determined by the Structural Engineer, but should not be less than values given herein. Retaining Wall Design We recommend that retaining walls be backfilled with granular soil exhibiting a minimum sand equivalent of 30 and be constructed with a backdrain in accordance with the recommendations provided on Plate 6. Using expansive soil as retaining wall backfill will result in higher lateral earth pressures exerted on the wall. Based on these recommendations, the following parameters may be used for retaining wall design: Condition Equivalent Fluid Pressure (psf/ft) Active 35 (level backfill) 50 (2H:1V backfill) At Rest 58 (level backfill) 85 (2H:1V backfill) Passive 260 with maximum value of 2600 psf Where a 2:1 slope descends from the front of the wall, we recommend that the wall be designed using a passive equivalent fluid pressure of 180 pcf. The upper 12 inches of soil at the toe of the wall should not be considered for passive resistance. We also recommend that retaining walls constructed at or near the top of slopes, or mid-slope walls be constructed with a minimum depth of embedment such that there is a minimum of 7 feet measured horizontally between the bottom outside edge of the footing and the face of the slope. For walls with a key at the front of the footing, we recommend a minimum embedment such that there is a minimum of 5 feet from the bottom outside edge of the footing and a minimum of 7 feet from the bottom of the key at the front of the footing to the face of the descending slope. The above values do not contain an appreciable factor of safety, so the structural engineer should apply the applicable factors of safety and/or load factors during design. Cantilever walls that are designed to yield at least 0.002H, where H is equal to the wall height, may be designed using the active condition. The active pressure may be used to design an unrestrained retaining wall, such as a cantilever wall that is free to tilt slightly. For a restrained wall, such as a basement wall, curved walls without joints, or walls restrained at corners, the at-rest pressure should be used. If tilting of wall segments is acceptable and construction joints are provided at all angle points and frequently along curved wall segments (preferably not exceeding 15 feet), the active pressure may be used. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 24 Passive pressure is used to compute soil resistance to lateral structural movement. In addition, for sliding resistance, a frictional resistance coefficient of 0.40 may be used at the concrete and soil interface. The lateral passive resistance should be taken into account only if it is ensured that the soil providing passive resistance, embedded against the foundation elements, will remain intact with time. In addition to the above lateral forces due to retained earth, surcharge due to improvements, such as an adjacent structure, should be considered in the design of the retaining wall. Loads applied within a 1:1 projection from the surcharging structure on the stem of the wall should be considered as lateral and vertical surcharge. For lateral surcharge conditions, we recommend utilizing a horizontal load equal to 50 percent of the vertical load, as a minimum. This horizontal load should be applied below the 1:1 projection plane. To minimize the surcharge load from an adjacent structure on the retaining wall and to minimize settlement of the adjacent structure, deepened building footings may be considered. The total depth of retained earth for design of cantilever walls should be the vertical distance below the ground surface measured at the wall face for stem design or measured at the heel of the footing for overturning and sliding. A soil unit weight of 120 pcf may be assumed for calculating the actual weight of the soil over the wall footing. Retaining wall footings should have a minimum width of 24 inches and a minimum embedment of 24 inches below the lowest adjacent grade. An allowable bearing capacity of 2,000 psf may be used for retaining wall footing design, based on the minimum footing width and depth. This bearing value may be increased by 250 psf per foot increase in width or depth to a maximum allowable bearing pressure of 4,000 psf. Swimming Pools and Spas The swimming pool should be structurally designed as an independent structure. Foundation loads exerting pressure on the pool walls should be considered as surcharge when designing the pool walls. Surcharge loads may not be considered if the pool is setback outside the 1H:1V zone, projecting from footing bottoms. The pool itself, if it exerts pressure on foundations, the affected foundation should be designed with the pool considered as surcharge. Static lateral pressures due to surcharge loadings in the vicinity of the pool can be estimated using the guidelines provided in Plate 7. Minimum pool setback from slopes is 7 feet. Pools within the 7 feet should be designed as free standing pool. Pool decking should receive special considerations. If pool decking is not correctly designed for expansive soils, differential movement between the flatwork and pool will occur. Flatwork areas adjoining the pools should be impervious and provided with a minimum 6 inches of compacted sand or aggregate base. Flatwork should be at least four feet wide and graded such that a minimum 2 percent drainage grade toward approved subdrain system can be achieved. Concrete flatwork should be at least 6 inches thick reinforced with No. 4 bars each way spaced at 12 inches on center. Decks should have a lip extending additional six inches below the bottom of the deck at its outer edge. All joints in the deck and coping should have approved permanent resilient waterproof seals. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 25 To determine the lateral earth pressure on the pool walls, the following formula should be used: P = 45H + P(s), where: P=lateral pressure in psf, H=vertical distance in feet below ground surface, and P(s) =lateral pressure due to any superimposed surcharge. The design of bond beam and thickness and reinforcement in the pool bottom should be designed by a structural engineer. The impervious deck may be omitted, provided the pool is designed for lateral earth pressure of P=62.4H+P(s); and the bond beam has a thickness of not less than 12 inches and reinforced with a minimum of three No. 4 bars in each face. The soil around the pool should slope away from the pool to prevent ponding, or a drainage system should be provided to collect surface water. Expansion/crack control joints should be sawcut to a minimum depth of 2 inches (or 1/3 of total thickness, whichever is greater) at a maximum spacing of 4 feet. To promote cracking along construction joints, sawcuts should be made when the concrete is in “green” condition. The flatwork subgrade must not be left open for any extended period of time that allows subgrade soils to dry. Subgrade soils must be maintained in a moist (not flooded) condition by the contractor during construction by the use of a “mister” or other approved methods. Rainfall and pool splash water should be adequately controlled to prevent ponding. In areas where a pool deck is constructed, adequate control may be achieved by installing area drains in the deck. The pool deck subgrade, like other flatwork should be tested for compaction and presaturation prior to construction. Preliminary Pavement Design Based on the design procedures outlined in the current Caltrans Highway Design Manual, and using an assumed R-value of 40 for the onsite soil and a design R-value of 78 for aggregate base course, preliminary flexible pavement sections may consist of the following for the Traffic Indices indicated. Final pavement design should be based on laboratory testing performed near the completion of grading and the Traffic Index determined by the project civil engineer. Traffic Index Asphalt Concrete (inch) Aggregate Base (inch) 4.5 3 6 If the streets are to be paved prior to the construction of the buildings, we recommend that the full depth of the pavement section be placed in order to support heavy construction traffic. All pavement construction should be performed in accordance with the Standard Specifications for Public Works Construction. Field inspection and periodic testing, as needed during placement of the base course materials, should be undertaken to ensure that the requirements of the standard specifications are fulfilled. Prior to placement of aggregate base, the subgrade soil should be processed to a minimum depth of 12 inches, moistureconditioned, as necessary, and recompacted to a minimum of 90 percent relative compaction. Aggregate base should be placed in thin thin lifts, moisture conditioned, as necessary, and compacted to a minimum of 95 percent relative compaction. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 26 Trench Wall Stability Significant caving did not occur within the exploratory borings. However, caving should be expected in sandy soils. Exposure of sandy soils along the east side of the property is anticipated. All excavations should be configured in accordance with the requirements of CaIOSHA. Onsite soils are tentatively classified as Type B. The classification of the soil and the shoring and/or slope configuration should be the responsibility of the contractor on the basis of the trench depth and the soil encountered. The contractor should have a "competent person" on-site for the purpose of assuring safety within and about all construction excavations. Trench Backfill Utility trenches can be backfilled with onsite soil, provided it is free of debris, organic and oversized material. Prior to backfilling the trench, pipes should be bedded in granular material with a sand equivalent of 30 or greater to a depth of at least 12 inches over the pipe. The pipe bedding should be densified in-place by wetting. The native backfill should be placed in thin lifts, moisture conditioned, as necessary, and mechanically compacted using a minimum standard of 90 percent relative compaction. Surface Drainage Positive drainage should be provided and maintained for the life of the project around the perimeter of all structures (including slopes and retaining walls) and all foundations toward streets or approved drainage devices to minimize water infiltrating into the underlying natural and engineered fill soils, and prevent errosion. In addition, finish subgrade adjacent to exterior footings should be sloped down (at least 2%) and away to facilitate surface drainage. Roof drainage should be collected and directed away from foundations via nonerosive devices. Water, either natural or by irrigation, should not be permitted to pond or saturate the foundation soils. All planters and terraces should be provided with drainage devices. A concrete lined brow ditch should be constructed along the top of proposed cut/fill slopes. Internal slope drainage should be directed to approve drainage collection devices, per the civil engineer recommendations. Over the slope drainage should be prevented. Location of drainage device should be in accordance with the design civil engineers drainage and erosion control recommendations. Ponded water, leaking irrigation systems, over watering or other conditions which could lead to ground saturation should be avoided. Surface and subsurface runoff from adjacent properties should be controlled. Area drainage collection should be directed toward the existing street through approved drainage devices. All drainage devices should be properly maintained. . All proposed cut and fill slopes should be protected with suitable erosion control measures such as jute matting, hydroseeding, etc. As a minimum, the slope maintenance guidelines in Appendix E should be utilized. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Page 27 We Should Be Retained For The Following Stages Of Construction Grading and Foundation Plan Review The recommendations provided in this report are based on preliminary information and subsurface conditions as interpreted from limited exploratory boreholes. We MUST review final foundation and grading plans to revise our conclusions and recommendations, as necessary. Our preliminary conclusions and recommendations should also be reviewed and verified during grading, and revised accordingly if exposed geotechnical conditions vary from our preliminary findings and interpretations. Based on our review of plans, additional subsurface work should not be precluded. Additional Observation and/or Testing a. During demolition, site clearance, and removal of tree roots and any underground obstructions. b. During all overexcavations and fill placement. c. Following footing excavations and prior to placement of footing materials. d. During wetting of slab subgrade and prior to placement of slab materials. e. During all trench backfills, subgrade and base compaction prior to paving. f. When any unusual conditions are encountered. Report of Field Density Testing During Grading A report of field density tests should be prepared subsequent to the completion of grading. The report should include a summary of work performed, laboratory test results, and the results and locations of field density tests performed during grading. P-4 Project No. Project Name Proj. Location Drilling Date Soak Date Testing Date Borehole Size TIME TIME INTERVAL (min) INITIAL LEVEL (in) FINAL LEVEL (in) WATER DROP (in) PERC RATE (min/in) PERC RATE (in/hr) 9:17:00 0:30:00 9:47:00 30.00 9:47:00 0:30:00 10:17:00 30.00 10:17:00 0:30:00 10:47:00 30.00 10:47:00 0:30:00 11:17:00 30.00 11:17:00 0:30:00 11:47:00 30.00 11:47:00 0:30:00 12:17:00 30.00 12:17:00 0:30:00 12:47:00 30.00 12:47:00 0:30:00 13:17:00 30.00 13:17:00 0:30:00 13:47:00 30.00 13:47:00 0:30:00 14:17:00 30.00 Cumulative Time (hr) Infiltration (in/hr) 0.50 6.50 1.00 6.00 1.50 6.50 2.00 5.50 2.50 6.00 3.00 4.50 3.50 4.00 4.00 4.50 4.50 5.50 5.00 5.50 5.00 0.00 5.00 0.00 PERCOLATION TEST DATA 6" 5.50 5.50 4.50 15.00 4.00 13.33 10.91 10.91 10.91 10.00 13.33 4.50 6.00 5.50 9.23 10.00 9.23 6.50 6.00 6.50 3 1/4 33 1/4 2 3/4 32 1/4 22 1/4 2 3/4 2 3/4 8 3/4 98 3/4 8 1/4 97 3/4 98 3/4 8 1/4 9 1/4 12 12 12 11 12 10 11 11 11 12 Rancho Vista and Alta Loma 12/25/2011 12/25/2011 12/25/2011 North East Corner of Rancho Vista & Alta Loma, Temecula, Ca. 11081-01 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.000.00 1.00 2.00 3.00 4.00 5.00 6.00 Infiltration Rate (in/hr) Cumulative Time (hr) P-1 Project No. Project Name Proj. Location Drilling Date Soak Date Testing Date Borehole Size TIME TIME INTERVAL (min) INITIAL LEVEL (in) FINAL LEVEL (in) WATER DROP (in) PERC RATE (min/in) PERC RATE (in/hr) 10:07:00 0:30:00 10:37:00 30.00 10:47:00 0:40:00 11:27:00 40.00 11:27:00 0:28:00 11:55:00 28.00 11:55:00 0:30:00 12:25:00 30.00 12:25:00 0:30:00 12:55:00 30.00 12:55:00 0:30:00 13:25:00 30.00 13:25:00 0:30:00 13:55:00 30.00 13:55:00 0:30:00 14:25:00 30.00 12:00:00 0:30:00 12:30:00 30.00 12:30:00 0:30:00 13:00:00 30.00 15:25:00 0:30:00 15:55:00 30.00 13:30:00 0:30:00 14:00:00 30.00 Cumulative Time (hr) Infiltration (in/hr) 0.50 2.00 1.17 0.75 1.63 2.14 2.13 1.00 2.63 1.50 3.13 1.50 3.63 1.50 4.13 1.00 4.63 1.50 5.13 1.50 5.63 1.50 6.13 1.00 PERCOLATION TEST DATA 6" 1.00 1.50 1.50 1.50 1.00 40.00 1.50 60.00 40.00 40.00 40.00 60.00 60.00 40.00 40.00 1.50 1.50 1.00 30.00 80.00 28.00 2.00 0.75 2.14 1/2 11/2 11/2 3/4 3/4 3/4 1/2 3/4 3/4 3/4 2 1/2 10 9 1/2 8 1/2 87 1/4 6 1/2 5 3/4 5 1/4 4 1/2 3 3/4 3 3 11 10 9.5 8.5 8 7.25 6.5 5.75 5.25 4.5 3.75 Rancho Vista and Alta Loma 12/24/2011 12/24/2011 12/24/2011 North East Corner of Rancho Vista & Alta Loma, Temecula, Ca. 11081-01 0.00 0.50 1.00 1.50 2.00 2.500.00 1.00 2.00 3.00 4.00 5.00 6.00 Infiltration Rate (in/hr) Cumulative Time (hr) P-2 Project No. Project Name Proj. Location Drilling Date Soak Date Testing Date Borehole Size TIME TIME INTERVAL (min) INITIAL LEVEL (in) FINAL LEVEL (in) WATER DROP (in) PERC RATE (min/in) PERC RATE (in/hr) 10:44:00 0:45:00 11:29:00 45.00 11:29:00 0:30:00 11:59:00 30.00 11:59:00 0:30:00 12:29:00 30.00 12:29:00 0:30:00 12:59:00 30.00 12:59:00 0:30:00 13:29:00 30.00 13:29:00 0:30:00 13:59:00 30.00 13:59:00 0:30:00 14:29:00 30.00 Cumulative Time (hr) Infiltration (in/hr) 0.75 1.33 1.25 2.00 1.75 0.50 2.25 0.50 2.75 0.50 3.25 0.50 3.75 0.50 3.75 0.00 3.75 0.00 3.75 0.00 3.75 0.00 3.75 0.00 PERCOLATION TEST DATA 6" 120.00 0.50 120.00 120.00 120.00 0.50 0.50 0.50 45.00 30.00 120.00 1.33 2.00 0.50 111/4 1/4 1/4 1/4 1/4 654 3/4 4 1/2 4 1/4 43 3/4 765 4.75 4.5 4.25 4 Rancho Vista and Alta Loma 12/24/2011 12/24/2011 12/24/2011 North East Corner of Rancho Vista & Alta Loma, Temecula, Ca. 11081-01 0.00 0.50 1.00 1.50 2.00 2.500.00 1.00 2.00 3.00 4.00 5.00 6.00 Infiltration Rate (in/hr) Cumulative Time (hr) P-3 Project No. Project Name Proj. Location Drilling Date Soak Date Testing Date Borehole Size TIME TIME INTERVAL (min) INITIAL LEVEL (in) FINAL LEVEL (in) WATER DROP (in) PERC RATE (min/in) PERC RATE (in/hr) 9:01:00 0:19:00 9:20:00 19.00 9:27:00 0:30:00 9:57:00 30.00 10:02:00 0:01:00 10:03:00 1.00 10:04:00 0:01:00 10:05:00 1.00 10:10:00 0:09:00 10:19:00 9.00 10:20:00 0:02:00 10:22:00 2.00 10:23:00 0:02:00 10:25:00 2.00 Cumulative Time (hr) Infiltration (in/hr) 0.32 31.58 0.82 22.00 0.83 660.00 0.85 660.00 1.00 80.00 1.03 360.00 1.07 360.00 1.07 0.00 1.07 0.00 1.07 0.00 1.07 0.00 1.07 0.00 Rancho Vista and Alta Loma 12/25/2011 12/25/2011 12/25/2011 North East Corner of Rancho Vista & Alta Loma, Temecula, Ca. 11081-01 10 11 11 11 12 12 12 0000000 10 11 11 11 12 12 12 0.17 360.00 80.00 660.00 1.90 2.73 0.09 31.58 22.00 660.00 PERCOLATION TEST DATA 6" 0.17 360.00 0.09 0.75 0.00 100.00 200.00 300.00 400.00 500.00 600.00 700.000.00 0.20 0.40 0.60 0.80 1.00 1.20 Infiltration Rate (in/hr) Cumulative Time (hr) Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS D10 D20 D30 D50 D60 0.0605 0.1282 0.2085 0.4509 0.6575 SAMPLE LOCATION FIELD MOISTURE Cu Cc % Clay % Silt % Sand % Coarse PERCENT PASSING No 200 USCS P-2 6 10.9 1.1 1.3 11 79.8 7.8 13 SM ASTM 422-63 (2002) 0 10 20 30 40 50 60 70 80 90 1001.0E-4 1.0E-3 1.0E-2 1.0E-1 1.0E+0 1.0E+1 1.0E+2 Particle size (mm) Unimodal Fit Laboratory USCS % Clay USCS % Silt USCS % Sand Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS D10 D20 D30 D50 D60 0.0563 0.1218 0.2356 0.7856 1.0376 SAMPLE LOCATION FIELD MOISTURE Cu Cc % Clay % Silt % Sand % Coarse PERCENT PASSING No 200 USCS P-3 7 18.4 .95 0.7 12.6 83 3.7 14 SM ASTM 422-63 (2002) 0 10 20 30 40 50 60 70 80 90 1001.0E-4 1.0E-3 1.0E-2 1.0E-1 1.0E+0 1.0E+1 1.0E+2 Particle size (mm) Unimodal Fit Laboratory USCS % Clay USCS % Silt USCS % Sand Water Quality Management Plan (WQMP) Rancho Vista Village 1-14-12 Appendix F Treatment Control BMP Sizing Calculations and Design Details Date Enter the Area Tributary to this Feature AT = 2.33 acres Site Location Township 8S Range 3W Section 1 D85 = 0.85 If = 0.81 Use the following equation based on the WEF/ASCE Method C = 0.858If3 -0.78If2 + 0.774If + 0.04 C = 0.61 Vu = 0.52 VBMP (ft3)= VBMP = 4,398 ft3 Rancho Vista Village Drainage Area Number/Name Calculated Cells Company Name VSL Engineering Santa Margarita Watershed BMP Design Volume, VBMP Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 1/2/2012 Designed by FAA County/City Case No Company Project Number/Name Notes: (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP. 12 (in/ft) Calculate VU, the 85% Unit Storage Volume VU= D85 x C VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) Enter the 85th Percentile, 24-hour Rainfall Depth Area A Select the 'Post-Development Surface Cover' from the pull pull down above Determine the Effective Impervious Fraction Type of post-development surface cover (use pull down menu) Effective Impervious Fraction 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Riverside County Best Management Practice Design Handbook JUNE 2010 Date Enter the Area Tributary to this Feature AT = 0.63 acres Site Location Township 8S Range 3W Section 1 D85 = 0.85 If = 0.71 Use the following equation based on the WEF/ASCE Method C = 0.858If3 -0.78If2 + 0.774If + 0.04 C = 0.50 Vu = 0.43 VBMP (ft3)= VBMP = 983 ft3 Drainage Area Number/Name Calculated Cells Company Name Santa Margarita Watershed BMP Design Volume, VBMP Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 1/2/2012 Designed by County/City Case No Company Project Number/Name Notes: (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP. 12 (in/ft) Calculate VU, the 85% Unit Storage Volume VU= D85 x C VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) Enter the 85th Percentile, 24-hour Rainfall Depth Area B Select the 'Post-Development Surface Cover' from the pull down above Determine the Effective Impervious Fraction Type of post-development surface cover (use pull down menu) Effective Impervious Fraction 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Riverside County Best Management Practice Design Handbook JUNE 2010 Date Enter the Area Tributary to this Feature AT = 0.14 acres Site Location Township 8S Range 3W Section 1 D85 = 0.85 If = 0.64 Use the following equation based on the WEF/ASCE Method C = 0.858If3 -0.78If2 + 0.774If + 0.04 C = 0.44 Vu = 0.37 VBMP (ft3)= VBMP = 188 ft3 Drainage Area Number/Name Calculated Cells Company Name Santa Margarita Watershed BMP Design Volume, VBMP Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 1/2/2012 Designed by County/City Case No Company Project Number/Name Notes: (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP. 12 (in/ft) Calculate VU, the 85% Unit Storage Volume VU= D85 x C VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) Enter the 85th Percentile, 24-hour Rainfall Depth Area C Select the 'Post-Development Surface Cover' from the pull down above Determine the Effective Impervious Fraction Type of post-development surface cover (use pull down menu) Effective Impervious Fraction 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Riverside County Best Management Practice Design Handbook JUNE 2010 Date Enter the Area Tributary to this Feature AT = 0.15 acres Site Location Township 8S Range 3W Section 1 D85 = 0.85 If = 0.63 Use the following equation based on the WEF/ASCE Method C = 0.858If3 -0.78If2 + 0.774If + 0.04 C = 0.43 Vu = 0.37 VBMP (ft3)= VBMP = 201 ft3 Drainage Area Number/Name Calculated Cells Company Name Santa Margarita Watershed BMP Design Volume, VBMP Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 1/2/2012 Designed by County/City Case No Company Project Number/Name Notes: (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP. 12 (in/ft) Calculate VU, the 85% Unit Storage Volume VU= D85 x C VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) Enter the 85th Percentile, 24-hour Rainfall Depth Area D Select the 'Post-Development Surface Cover' from the pull down above Determine the Effective Impervious Fraction Type of post-development surface cover (use pull down menu) Effective Impervious Fraction 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Riverside County Best Management Practice Design Handbook JUNE 2010 Date Enter the Area Tributary to this Feature AT = 0.16 acres Site Location Township 8S Range 3W Section 1 D85 = 0.85 If = 0.61 Use the following equation based on the WEF/ASCE Method C = 0.858If3 -0.78If2 + 0.774If + 0.04 C = 0.42 Vu = 0.36 VBMP (ft3)= VBMP = 209 ft3 Drainage Area Number/Name Calculated Cells Company Name Santa Margarita Watershed BMP Design Volume, VBMP Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 1/2/2012 Designed by County/City Case No Company Project Number/Name Notes: (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP. 12 (in/ft) Calculate VU, the 85% Unit Storage Volume VU= D85 x C VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) Enter the 85th Percentile, 24-hour Rainfall Depth Area E Select the 'Post-Development Surface Cover' from the pull down above Determine the Effective Impervious Fraction Type of post-development surface cover (use pull down menu) Effective Impervious Fraction 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Riverside County Best Management Practice Design Handbook JUNE 2010 TABLE 1 RANCHO VISTA VILLAGE BIO-RETENTION BASIN Contour Contour Contour ** Contour Total Effective *** Outflow Elevation Area Area Interval Basin Basin (cfs) (sf) (ac) Volume Volume Volume (ac-ft) (ac-ft) (ac-ft) 1097.0 2241.5 0.051 0 0 0 0.028 1097.5 2676.0 0.061 0.028 0.000 0.015 0.033 1098 3112.7 0.071 0.061 0.000 0.021 0.038 1098.5 3578.5 0.082 0.100 0.000 0.026 1098.51 0.044 0.101 1099 4059.6 0.093 0.144 0.043 0.041 0.049 1099.5 4425.2 0.102 0.192 0.091 0.053 0.054 1100 5068.5 0.116 0.247 0.146 0.062 * Water quality volume, refer to Appendix F ** Contour volume calculation os based on the volume of the Frustum of a Regular Pyramid *** Outflow based on the outflow rating curve on Appendix I.2 ∗ ( 1 2 1 2 ) 3VOLUME= 1 h A + A + A × A ROUTING.XLS RANCHO VISTA VILLAGE-ORIFICE WEIR CALCULATIONS TABLE 1A ASSUME HYDRAULIC CONTROLLED BY ORIFICE WATER QUALITY EXTENDED BIO-RETENTION BASIN ORIFICE EQUATION Q=CA(2gh)^0.5 0.5 INCHES 0.001364 FEET 3 0.004091 SQ.FT. 0.66 1097 CIRCULAR OPENINGS AT ELEV= 1097 Qtot Q1 Q2 WSE H h1 h2 VOLUME CFS CFS CFS FT FT FT FT AC-FT 0.015 0.015 0.000 1097.50 0.5 0.48 -0.028 0.021 0.021 0.000 1098.00 1.00 0.98 -0.061 0.026 0.026 0.000 1098.50 1.50 1.48 -0.099 0.030 0.030 0.000 1099.00 2.00 1.98 -0.144 0.034 0.034 0.000 1099.50 2.50 2.48 -0.192 0.037 0.037 0.000 1100.00 3.00 2.98 -0.246 DIAMETER OF HOLES AREA OF HOLE NUMBER OF HOLES/ROW AREA OF HOLES/ROW ORIFICE EQUATION INVERT ELEVATION @OUTLET 4/3/2012 FLOOD HYDROGRAPH ROUTING PROGRAM Copyright (c) CIVILCADD/CIVILDESIGN, 1989 -2005 Study date: 02/04/12 ---------------------------------------------------------------------Program License Serial Number 5009 --------------------------------------------------------------------********************* HYDROGRAPH INFORMATION ********************** From study/file name: ML.rte ********************** Hydrograph Information ************************ From manual input hydrograph ****************************HYDROGRAPH DATA**************************** Number of intervals = 2 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 7.330 (CFS) Total volume = 0.101 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 *********************************************************************** +++++++++++++++++++++++++++++++++ +++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 2.000 **** RETARDING BASIN ROUTING **** ______________________________________________________________________ User entry of depth-outflow-storage data --------------------------------------------------------------------Total number of inflow hydrograph intervals = 2 Hydrograph time unit = 5.000 (Min.) Initial depth in storage basin = 0.00(Ft.) ----------------------------------------------------------------------------------------------------------------------------------------Initial basin depth = 0.00 (Ft.) Initial basin storage = 0.00 (Ac.Ft) Initial basin outflow = 0.00 (CFS) ------------------------------------------------------------------------------------------------------ -----------------------------------Depth vs. Storage and Depth vs. Discharge data: Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2) (Ft.) (Ac.Ft) (CFS) (Ac.Ft) (Ac.Ft) ------------------------------ ---------------------------------------0.000 0.000 0.000 0.000 0.000 0.500 0.028 0.015 0.028 0.028 1.500 0.099 0.027 0.099 0.099 2.500 0.192 0.033 0.192 0.192 3.000 0.246 0.038 0.246 0.246 --------------------------------------------------------------------Hydrograph Detention Basin Routing ---------------------------------------------------------------------Graph values: 'I'= unit inflow; 'O'=outflow at time shown ---------------------------------------------------------------------Time Inflow Outflow Storage Depth (Hours) (CFS) (CFS) (Ac.Ft) .0 1.8 3.67 5.50 7.33 (Ft.) 0.083 7.33 0.01 0.025 O | | | I 0.45 0.167 7.33 0.02 0.076 O | | | I 1.17 0.250 0.00 0.03 0.101 O | | | | 1.52 0.333 0.00 0.03 0.100 O | | | | 1.52 0.417 0.00 0.03 0.100 O | | | | 1.51 0.500 0.00 0.03 0.100 O | | | | 1.51 0.583 0.00 0.03 0.100 O | | | | 1.51 0.667 0.00 0.03 0.100 O | | | | 1.51 0.750 0.00 0.03 0.100 O | | | | 1.51 0.833 0.00 0.03 0.099 O | | | | 1.50 0.917 0.00 0.03 0.099 O | | | | 1.50 1.000 0.00 0.03 0.099 O | | | | 1.50 1.083 0.00 0.03 0.099 O | | | | 1.50 1.167 0.00 0.03 0.099 O | | | | 1.49 1.250 0.00 0.03 0.098 O | | | | 1.49 1.333 0.00 0.03 0.098 O | | | | 1.49 1.417 0.00 0.03 0.098 O | | | | 1.49 1.500 0.00 0.03 0.098 O | | | | 1.48 1.583 0.00 0.03 0.098 O | | | | 1.48 1.667 0.00 0.03 0.097 O | | | | 1.48 1.750 0.00 0.03 0.097 O | | | | 1.48 1.833 0.00 0.03 0.097 O | | | | 1.47 1.917 0.00 0.03 0.097 O | | | | 1.47 2.000 0.00 0.03 0.097 O | | | | 1.47 2.083 0.00 0.03 0.097 O | | | | 1.47 2.167 0.00 0.03 0.096 O | | | | 1.46 2.250 0.00 0.03 0.096 O | | | | 1.46 2.333 0.00 0.03 0.096 O O | | | | 1.46 2.417 0.00 0.03 0.096 O | | | | 1.46 2.500 0.00 0.03 0.096 O | | | | 1.45 2.583 0.00 0.03 0.095 O | | | | 1.45 2.667 0.00 0.03 0.095 O | | | | 1.45 2.750 0.00 0.03 0.095 O | | | | 1.44 2.833 0.00 0.03 0.095 O | | | | 1.44 2.917 0.00 0.03 0.095 O | | | | 1.44 3.000 0.00 0.03 0.095 O | | | | 1.44 3.083 0.00 0.03 0.094 O | | | | 1.43 3.167 0.00 0.03 0.094 O | | | | 1.43 3.250 0.00 0.03 0.094 O | | | | 1.43 3.333 0.00 0.03 0.094 O | | | | 1.43 3.417 0.00 0.03 0.094 O | | | | 1.42 3.500 0.00 0.03 0.093 O | | | | 1.42 3.583 0.00 0.03 0.093 O | | | | 1.42 3.667 0.00 0.03 0.093 O | | | | 1.42 3.750 0.00 0.03 0.093 O | | | | 1.41 3.833 0.00 0.03 0.093 O | | | | 1.41 3.917 0.00 0.03 0.093 O | | | | 1.41 4.000 0.00 0.03 0.092 O | | | | 1.41 4.083 0.00 0.03 0.092 O | | | | 1.40 4.167 0.00 0.03 0.092 O | | | | 1.40 4.250 0.00 0.03 0.092 O | | | | 1.40 4.333 0.00 0.03 0.092 O | | | | 1.40 4.417 0.00 0.03 0.092 O | | | | 1.39 4.500 0.00 0.03 0.091 O | | | | 1.39 4.583 0.00 0.03 0.091 O | | | | 1.39 4.667 0.00 0.03 0.091 O | | | | 1.39 4.750 0.00 0.03 0.091 O | | | | 1.38 4.833 0.00 0.03 0.091 O | | | | 1.38 4.917 0.00 0.03 0.090 O | | | | 1.38 5.000 0.00 0.03 0.090 O | | | | 1.38 5.083 0.00 0.03 0.090 O | | | | 1.37 5.167 0.00 0.03 0.090 O | | | | 1.37 5.250 0.00 0.03 0.090 O | | | | 1.37 5.333 0.00 0.03 0.090 O | | | | 1.37 5.417 0.00 0.03 0.089 O | | | | 1.36 5.500 0.00 0.03 0.089 O | | | | 1.36 5.583 0.00 0.03 0.089 O | | | | 1.36 5.667 0.00 0.03 0.089 O | | | | 1.36 5.750 0.00 0.03 0.089 O | | | | 1.35 5.833 0.00 0.03 0.089 O | | | | 1.35 5.917 0.00 0.03 0.088 O | | | | 1.35 6.000 0.00 0.03 0.088 O | | | | 1.35 6.083 0.00 0.03 0.088 O | | | | 1.35 6.167 0.00 0.03 0.088 O | | | | 1.34 6.250 0.00 0.03 0.088 O | | | | 1.34 6.333 0.00 0.03 0.087 O | | | | 1.34 6.417 0.00 0.03 0.087 O | | | | 1.34 6.500 0.00 0.02 0.087 O | | | | 1.33 6.583 0.00 0.02 0.087 O | | | | 1.33 6.667 0.00 0.02 0.087 O | | | | 1.33 6.750 0.00 0.02 0.087 O | | | | 1.33 6.833 0.00 0.02 0.086 O | | | | 1.32 6.917 0.00 0.02 0.086 O | | | | 1.32 7.000 0.00 0.02 0.086 O | | | | 1.32 7.083 0.00 0.02 0.086 O | | | | 1.32 7.167 0.00 0.02 0.086 O | | | | 1.31 7.250 0.00 0.02 0.086 O | | | | 1.31 7.333 0.00 0.02 0.085 O | | | | 1.31 7.417 0.00 0.02 0.085 O | | | | 1.31 7.500 0.00 0.02 0.085 O | | | | 1.30 7.583 0.00 0.02 0.085 O | | | | 1.30 7.667 0.00 0.02 0.085 O | | | | 1.30 7.750 0.00 0.02 0.085 O | | | | 1.30 7.833 0.00 0.02 0.084 O | | | | 1.29 7.917 0.00 0.02 0.084 O O | | | | 1.29 8.000 0.00 0.02 0.084 O | | | | 1.29 8.083 0.00 0.02 0.084 O | | | | 1.29 8.167 0.00 0.02 0.084 O | | | | 1.28 8.250 0.00 0.02 0.084 O | | | | 1.28 8.333 0.00 0.02 0.083 O | | | | 1.28 8.417 0.00 0.02 0.083 O | | | | 1.28 8.500 0.00 0.02 0.083 O | | | | 1.28 8.583 0.00 0.02 0.083 O | | | | 1.27 8.667 0.00 0.02 0.083 O | | | | 1.27 8.750 0.00 0.02 0.083 O | | | | 1.27 8.833 0.00 0.02 0.082 O | | | | 1.27 8.917 0.00 0.02 0.082 O | | | | 1.26 9.000 0.00 0.02 0.082 O | | | | 1.26 9.083 0.00 0.02 0.082 O | | | | 1.26 9.167 0.00 0.02 0.082 O | | | | 1.26 9.250 0.00 0.02 0.082 O | | | | 1.25 9.333 0.00 0.02 0.081 O | | | | 1.25 9.417 0.00 0.02 0.081 O | | | | 1.25 9.500 0.00 0.02 0.081 O | | | | 1.25 9.583 0.00 0.02 0.081 O | | | | 1.25 9.667 0.00 0.02 0.081 O | | | | 1.24 9.750 0.00 0.02 0.081 O | | | | 1.24 9.833 0.00 0.02 0.080 O | | | | 1.24 9.917 0.00 0.02 0.080 O | | | | 1.24 10.000 0.00 0.02 0.080 O | | | | 1.23 10.083 0.00 0.02 0.080 O | | | | 1.23 10.167 0.00 0.02 0.080 O | | | | 1.23 10.250 0.00 0.02 0.080 O | | | | 1.23 10.333 0.00 0.02 0.079 O | | | | 1.22 10.417 0.00 0.02 0.079 O | | | | 1.22 10.500 0.00 0.02 0.079 O | | | | 1.22 10.583 0.00 0.02 0.079 O | | | | 1.22 10.667 0.00 0.02 0.079 O | | | | 1.22 10.750 0.00 0.02 0.079 O | | | | 1.21 10.833 0.00 0.02 0.078 O | | | | 1.21 10.917 0.00 0.02 0.078 O | | | | 1.21 11.000 0.00 0.02 0.078 O | | | | 1.21 11.083 0.00 0.02 0.078 O | | | | 1.20 11.167 0.00 0.02 0.078 O | | | | 1.20 11.250 0.00 0.02 0.078 O | | | | 1.20 11.333 0.00 0.02 0.077 O | | | | 1.20 11.417 0.00 0.02 0.077 O | | | | 1.19 11.500 0.00 0.02 0.077 O | | | | 1.19 11.583 0.00 0.02 0.077 O | | | | 1.19 11.667 0.00 0.02 0.077 O | | | | 1.19 11.750 0.00 0.02 0.077 O | | | | 1.19 11.833 0.00 0.02 0.077 O | | | | 1.18 11.917 0.00 0.02 0.076 O | | | | 1.18 12.000 0.00 0.02 0.076 O | | | | 1.18 12.083 0.00 0.02 0.076 O | | | | 1.18 12.167 0.00 0.02 0.076 O | | | | 1.17 12.250 0.00 0.02 0.076 O | | | | 1.17 12.333 0.00 0.02 0.076 O | | | | 1.17 12.417 0.00 0.02 0.075 O | | | | 1.17 12.500 0.00 0.02 0.075 O | | | | 1.17 12.583 0.00 0.02 0.075 O | | | | 1.16 12.667 0.00 0.02 0.075 O | | | | 1.16 12.750 0.00 0.02 0.075 O | | | | 1.16 12.833 0.00 0.02 0.075 O | | | | 1.16 12.917 0.00 0.02 0.074 O | | | | 1.15 13.000 0.00 0.02 0.074 O | | | | 1.15 13.083 0.00 0.02 0.074 O | | | | 1.15 13.167 0.00 0.02 0.074 O | | | | 1.15 13.250 0.00 0.02 0.074 O | | | | 1.15 13.333 0.00 0.02 0.074 O | | | | 1.14 13.417 0.00 0.02 0.074 O | | | | 1.14 13.500 0.00 0.02 0.073 O | | | | 1.14 13.583 0.00 0.02 0.073 O | | | | 1.14 13.667 0.00 0.02 0.073 O | | | | 1.13 13.750 0.00 0.02 0.073 O | | | | 1.13 13.833 0.00 0.02 0.073 O | | | | 1.13 13.917 0.00 0.02 0.073 O | | | | 1.13 14.000 0.00 0.02 0.072 O | | | | 1.13 14.083 0.00 0.02 0.072 O | | | | 1.12 14.167 0.00 0.02 0.072 O | | | | 1.12 14.250 0.00 0.02 0.072 O | | | | 1.12 14.333 0.00 0.02 0.072 O | | | | 1.12 14.417 0.00 0.02 0.072 O | | | | 1.11 14.500 0.00 0.02 0.071 O | | | | 1.11 14.583 0.00 0.02 0.071 O | | | | 1.11 14.667 0.00 0.02 0.071 O | | | | 1.11 14.750 0.00 0.02 0.071 O | | | | 1.11 14.833 0.00 0.02 0.071 O | | | | 1.10 14.917 0.00 0.02 0.071 O | | | | 1.10 15.000 0.00 0.02 0.071 O | | | | 1.10 15.083 0.00 0.02 0.070 O | | | | 1.10 15.167 0.00 0.02 0.070 O | | | | 1.10 15.250 0.00 0.02 0.070 O | | | | 1.09 15.333 0.00 0.02 0.070 O | | | | 1.09 15.417 0.00 0.02 0.070 O | | | | 1.09 15.500 0.00 0.02 0.070 O | | | | 1.09 15.583 0.00 0.02 0.070 O | | | | 1.08 15.667 0.00 0.02 0.069 O | | | | 1.08 15.750 0.00 0.02 0.069 O | | | | 1.08 15.833 0.00 0.02 0.069 O | | | | 1.08 15.917 0.00 0.02 0.069 O | | | | 1.08 16.000 0.00 0.02 0.069 O | | | | 1.07 16.083 0.00 0.02 0.069 O | | | | 1.07 16.167 0.00 0.02 0.068 O | | | | 1.07 16.250 0.00 0.02 0.068 O | | | | 1.07 16.333 0.00 0.02 0.068 O | | | | 1.07 16.417 0.00 0.02 0.068 O | | | | 1.06 16.500 0.00 0.02 0.068 O | | | | 1.06 16.583 0.00 0.02 0.068 O | | | | 1.06 16.667 0.00 0.02 0.068 O | | | | 1.06 16.750 0.00 0.02 0.067 O | | | | 1.06 16.833 0.00 0.02 0.067 O | | | | 1.05 16.917 0.00 0.02 0.067 O | | | | 1.05 17.000 0.00 0.02 0.067 O | | | | 1.05 17.083 0.00 0.02 0.067 O | | | | 1.05 17.167 0.00 0.02 0.067 O | | | | 1.04 17.250 0.00 0.02 0.067 O | | | | 1.04 17.333 0.00 0.02 0.066 O | | | | 1.04 17.417 0.00 0.02 0.066 O | | | | 1.04 17.500 0.00 0.02 0.066 O | | | | 1.04 17.583 0.00 0.02 0.066 O | | | | 1.03 17.667 0.00 0.02 0.066 O | | | | 1.03 17.750 0.00 0.02 0.066 O | | | | 1.03 17.833 0.00 0.02 0.065 O | | | | 1.03 17.917 0.00 0.02 0.065 O | | | | 1.03 18.000 0.00 0.02 0.065 O | | | | 1.02 18.083 0.00 0.02 0.065 O | | | | 1.02 18.167 0.00 0.02 0.065 O | | | | 1.02 18.250 0.00 0.02 0.065 O | | | | 1.02 18.333 0.00 0.02 0.065 O | | | | 1.02 18.417 0.00 0.02 0.064 O | | | | 1.01 18.500 0.00 0.02 0.064 O | | | | 1.01 18.583 0.00 0.02 0.064 O | | | | 1.01 18.667 0.00 0.02 0.064 O | | | | 1.01 18.750 0.00 0.02 0.064 O | | | | 1.01 18.833 0.00 0.02 0.064 O | | | | 1.00 18.917 0.00 0.02 0.064 O | | | | 1.00 19.000 0.00 0.02 0.063 O | | | | 1.00 19.083 0.00 0.02 0.063 O | | | | 1.00 19.167 0.00 0.02 0.063 O | | | | 1.00 19.250 0.00 0.02 0.063 O | | | | 0.99 19.333 0.00 0.02 0.063 O | | | | 0.99 19.417 0.00 0.02 0.063 O | | | | 0.99 19.500 0.00 0.02 0.063 O | | | | 0.99 19.583 0.00 0.02 0.062 O | | | | 0.98 19.667 0.00 0.02 0.062 O | | | | 0.98 19.750 0.00 0.02 0.062 O | | | | 0.98 19.833 0.00 0.02 0.062 O | | | | 0.98 19.917 0.00 0.02 0.062 O | | | | 0.98 20.000 0.00 0.02 0.062 O | | | | 0.97 20.083 0.00 0.02 0.062 O | | | | 0.97 20.167 0.00 0.02 0.061 O | | | | 0.97 20.250 0.00 0.02 0.061 O | | | | 0.97 20.333 0.00 0.02 0.061 O | | | | 0.97 20.417 0.00 0.02 0.061 O | | | | 0.96 20.500 0.00 0.02 0.061 O | | | | 0.96 20.583 0.00 0.02 0.061 O | | | | 0.96 20.667 0.00 0.02 0.061 O | | | | 0.96 20.750 0.00 0.02 0.060 O | | | | 0.96 20.833 0.00 0.02 0.060 O | | | | 0.95 20.917 0.00 0.02 0.060 O | | | | 0.95 21.000 0.00 0.02 0.060 O | | | | 0.95 21.083 0.00 0.02 0.060 O | | | | 0.95 21.167 0.00 0.02 0.060 O | | | | 0.95 21.250 0.00 0.02 0.060 O | | | | 0.95 21.333 0.00 0.02 0.059 O | | | | 0.94 21.417 0.00 0.02 0.059 O | | | | 0.94 21.500 0.00 0.02 0.059 O | | | | 0.94 21.583 0.00 0.02 0.059 O | | | | 0.94 21.667 0.00 0.02 0.059 O | | | | 0.94 21.750 0.00 0.02 0.059 O | | | | 0.93 21.833 0.00 0.02 0.059 O | | | | 0.93 21.917 0.00 0.02 0.058 O | | | | 0.93 22.000 0.00 0.02 0.058 O | | | | 0.93 22.083 0.00 0.02 0.058 O | | | | 0.93 22.167 0.00 0.02 0.058 O | | | | 0.92 22.250 0.00 0.02 0.058 O | | | | 0.92 22.333 0.00 0.02 0.058 O | | | | 0.92 22.417 0.00 0.02 0.058 O | | | | 0.92 22.500 0.00 0.02 0.058 O | | | | 0.92 22.583 0.00 0.02 0.057 O | | | | 0.91 22.667 0.00 0.02 0.057 O | | | | 0.91 22.750 0.00 0.02 0.057 O | | | | 0.91 22.833 0.00 0.02 0.057 O | | | | 0.91 22.917 0.00 0.02 0.057 O | | | | 0.91 23.000 0.00 0.02 0.057 O | | | | 0.90 23.083 0.00 0.02 0.057 O | | | | 0.90 23.167 0.00 0.02 0.056 O | | | | 0.90 23.250 0.00 0.02 0.056 O | | | | 0.90 23.333 0.00 0.02 0.056 O | | | | 0.90 23.417 0.00 0.02 0.056 O | | | | 0.89 23.500 0.00 0.02 0.056 O | | | | 0.89 23.583 0.00 0.02 0.056 O | | | | 0.89 23.667 0.00 0.02 0.056 O | | | | 0.89 23.750 0.00 0.02 0.055 O | | | | 0.89 23.833 0.00 0.02 0.055 O | | | | 0.88 23.917 0.00 0.02 0.055 O | | | | 0.88 24.000 0.00 0.02 0.055 O | | | | 0.88 24.083 0.00 0.02 0.055 O | | | | 0.88 24.167 0.00 0.02 0.055 O | | | | 0.88 24.250 0.00 0.02 0.055 O | | | | 0.88 24.333 0.00 0.02 0.055 O | | | | 0.87 24.417 0.00 0.02 0.054 O | | | | 0.87 24.500 0.00 0.02 0.054 O | | | | 0.87 24.583 0.00 0.02 0.054 O | | | | 0.87 24.667 0.00 0.02 0.054 O | | | | 0.87 24.750 0.00 0.02 0.054 O | | | | 0.86 24.833 0.00 0.02 0.054 O | | | | 0.86 24.917 0.00 0.02 0.054 O | | | | 0.86 25.000 0.00 0.02 0.053 O | | | | 0.86 25.083 0.00 0.02 0.053 O | | | | 0.86 25.167 0.00 0.02 0.053 O | | | | 0.85 25.250 0.00 0.02 0.053 O | | | | 0.85 25.333 0.00 0.02 0.053 O | | | | 0.85 25.417 0.00 0.02 0.053 O | | | | 0.85 25.500 0.00 0.02 0.053 O | | | | 0.85 25.583 0.00 0.02 0.053 O | | | | 0.85 25.667 0.00 0.02 0.052 O | | | | 0.84 25.750 0.00 0.02 0.052 O | | | | 0.84 25.833 0.00 0.02 0.052 O | | | | 0.84 25.917 0.00 0.02 0.052 O | | | | 0.84 26.000 0.00 0.02 0.052 O | | | | 0.84 26.083 0.00 0.02 0.052 O | | | | 0.83 26.167 0.00 0.02 0.052 O | | | | 0.83 26.250 0.00 0.02 0.051 O | | | | 0.83 26.333 0.00 0.02 0.051 O | | | | 0.83 26.417 0.00 0.02 0.051 O | | | | 0.83 26.500 0.00 0.02 0.051 O | | | | 0.83 26.583 0.00 0.02 0.051 O | | | | 0.82 26.667 0.00 0.02 0.051 O | | | | 0.82 26.750 0.00 0.02 0.051 O | | | | 0.82 26.833 0.00 0.02 0.051 O | | | | 0.82 26.917 0.00 0.02 0.050 O | | | | 0.82 27.000 0.00 0.02 0.050 O | | | | 0.81 27.083 0.00 0.02 0.050 O | | | | 0.81 27.167 0.00 0.02 0.050 O | | | | 0.81 27.250 0.00 0.02 0.050 O | | | | 0.81 27.333 0.00 0.02 0.050 O | | | | 0.81 27.417 0.00 0.02 0.050 O | | | | 0.81 27.500 0.00 0.02 0.050 O | | | | 0.80 27.583 0.00 0.02 0.049 O | | | | 0.80 27.667 0.00 0.02 0.049 O | | | | 0.80 27.750 0.00 0.02 0.049 O | | | | 0.80 27.833 0.00 0.02 0.049 O | | | | 0.80 27.917 0.00 0.02 0.049 O | | | | 0.79 28.000 0.00 0.02 0.049 O | | | | 0.79 28.083 0.00 0.02 0.049 O | | | | 0.79 28.167 0.00 0.02 0.049 O | | | | 0.79 28.250 0.00 0.02 0.048 O | | | | 0.79 28.333 0.00 0.02 0.048 O | | | | 0.79 28.417 0.00 0.02 0.048 O | | | | 0.78 28.500 0.00 0.02 0.048 O | | | | 0.78 28.583 0.00 0.02 0.048 O | | | | 0.78 28.667 0.00 0.02 0.048 O | | | | 0.78 28.750 0.00 0.02 0.048 O | | | | 0.78 28.833 0.00 0.02 0.048 O | | | | 0.77 28.917 0.00 0.02 0.047 O | | | | 0.77 29.000 0.00 0.02 0.047 O | | | | 0.77 29.083 0.00 0.02 0.047 O | | | | 0.77 29.167 0.00 0.02 0.047 O | | | | 0.77 29.250 0.00 0.02 0.047 O | | | | 0.77 29.333 0.00 0.02 0.047 O | | | | 0.76 29.417 0.00 0.02 0.047 O | | | | 0.76 29.500 0.00 0.02 0.046 O | | | | 0.76 29.583 0.00 0.02 0.046 O | | | | 0.76 29.667 0.00 0.02 0.046 O | | | | 0.76 29.750 0.00 0.02 0.046 O | | | | 0.76 29.833 0.00 0.02 0.046 O | | | | 0.75 29.917 0.00 0.02 0.046 O | | | | 0.75 30.000 0.00 0.02 0.046 O | | | | 0.75 30.083 0.00 0.02 0.046 O | | | | 0.75 30.167 0.00 0.02 0.046 O | | | | 0.75 30.250 0.00 0.02 0.045 O | | | | 0.74 30.333 0.00 0.02 0.045 O | | | | 0.74 30.417 0.00 0.02 0.045 O | | | | 0.74 30.500 0.00 0.02 0.045 O | | | | 0.74 30.583 0.00 0.02 0.045 O | | | | 0.74 30.667 0.00 0.02 0.045 O | | | | 0.74 30.750 0.00 0.02 0.045 O | | | | 0.73 30.833 0.00 0.02 0.045 O | | | | 0.73 30.917 0.00 0.02 0.044 O | | | | 0.73 31.000 0.00 0.02 0.044 O | | | | 0.73 31.083 0.00 0.02 0.044 O | | | | 0.73 31.167 0.00 0.02 0.044 O | | | | 0.73 31.250 0.00 0.02 0.044 O | | | | 0.72 31.333 0.00 0.02 0.044 O | | | | 0.72 31.417 0.00 0.02 0.044 O | | | | 0.72 31.500 0.00 0.02 0.044 O | | | | 0.72 31.583 0.00 0.02 0.043 O | | | | 0.72 31.667 0.00 0.02 0.043 O | | | | 0.72 31.750 0.00 0.02 0.043 O | | | | 0.71 31.833 0.00 0.02 0.043 O | | | | 0.71 31.917 0.00 0.02 0.043 O | | | | 0.71 32.000 0.00 0.02 0.043 O | | | | 0.71 32.083 0.00 0.02 0.043 O | | | | 0.71 32.167 0.00 0.02 0.043 O | | | | 0.71 32.250 0.00 0.02 0.042 O | | | | 0.70 32.333 0.00 0.02 0.042 O | | | | 0.70 32.417 0.00 0.02 0.042 O | | | | 0.70 32.500 0.00 0.02 0.042 O | | | | 0.70 32.583 0.00 0.02 0.042 O | | | | 0.70 32.667 0.00 0.02 0.042 O | | | | 0.70 32.750 0.00 0.02 0.042 O | | | | 0.69 32.833 0.00 0.02 0.042 O | | | | 0.69 32.917 0.00 0.02 0.042 O | | | | 0.69 33.000 0.00 0.02 0.041 O | | | | 0.69 33.083 0.00 0.02 0.041 O | | | | 0.69 33.167 0.00 0.02 0.041 O | | | | 0.69 33.250 0.00 0.02 0.041 O | | | | 0.68 33.333 0.00 0.02 0.041 O | | | | 0.68 33.417 0.00 0.02 0.041 O | | | | 0.68 33.500 0.00 0.02 0.041 O | | | | 0.68 33.583 0.00 0.02 0.041 O | | | | 0.68 33.667 0.00 0.02 0.040 O | | | | 0.68 33.750 0.00 0.02 0.040 O | | | | 0.67 33.833 0.00 0.02 0.040 O | | | | 0.67 33.917 0.00 0.02 0.040 O | | | | 0.67 34.000 0.00 0.02 0.040 O | | | | 0.67 34.083 0.00 0.02 0.040 O | | | | 0.67 34.167 0.00 0.02 0.040 O | | | | 0.67 34.250 0.00 0.02 0.040 O | | | | 0.66 34.333 0.00 0.02 0.039 O | | | | 0.66 34.417 0.00 0.02 0.039 O | | | | 0.66 34.500 0.00 0.02 0.039 O | | | | 0.66 34.583 0.00 0.02 0.039 O | | | | 0.66 34.667 0.00 0.02 0.039 O | | | | 0.66 34.750 0.00 0.02 0.039 O | | | | 0.65 34.833 0.00 0.02 0.039 O | | | | 0.65 34.917 0.00 0.02 0.039 O | | | | 0.65 35.000 0.00 0.02 0.039 O | | | | 0.65 35.083 0.00 0.02 0.038 O | | | | 0.65 35.167 0.00 0.02 0.038 O | | | | 0.65 35.250 0.00 0.02 0.038 O | | | | 0.64 35.333 0.00 0.02 0.038 O | | | | 0.64 35.417 0.00 0.02 0.038 O | | | | 0.64 35.500 0.00 0.02 0.038 O | | | | 0.64 35.583 0.00 0.02 0.038 O | | | | 0.64 35.667 0.00 0.02 0.038 O | | | | 0.64 35.750 0.00 0.02 0.038 O | | | | 0.63 35.833 0.00 0.02 0.037 O | | | | 0.63 35.917 0.00 0.02 0.037 O | | | | 0.63 36.000 0.00 0.02 0.037 O | | | | 0.63 36.083 0.00 0.02 0.037 O | | | | 0.63 36.167 0.00 0.02 0.037 O | | | | 0.63 36.250 0.00 0.02 0.037 O | | | | 0.62 36.333 0.00 0.02 0.037 O | | | | 0.62 36.417 0.00 0.02 0.037 O | | | | 0.62 36.500 0.00 0.02 0.037 O | | | | 0.62 36.583 0.00 0.02 0.036 O | | | | 0.62 36.667 0.00 0.02 0.036 O | | | | 0.62 36.750 0.00 0.02 0.036 O | | | | 0.62 36.833 0.00 0.02 0.036 O | | | | 0.61 36.917 0.00 0.02 0.036 O | | | | 0.61 37.000 0.00 0.02 0.036 O | | | | 0.61 37.083 0.00 0.02 0.036 O | | | | 0.61 37.167 0.00 0.02 0.036 O | | | | 0.61 37.250 0.00 0.02 0.035 O | | | | 0.61 37.333 0.00 0.02 0.035 O | | | | 0.60 37.417 0.00 0.02 0.035 O | | | | 0.60 37.500 0.00 0.02 0.035 O | | | | 0.60 37.583 0.00 0.02 0.035 O | | | | 0.60 37.667 0.00 0.02 0.035 O | | | | 0.60 37.750 0.00 0.02 0.035 O | | | | 0.60 37.833 0.00 0.02 0.035 O | | | | 0.59 37.917 0.00 0.02 0.035 O | | | | 0.59 38.000 0.00 0.02 0.034 O | | | | 0.59 38.083 0.00 0.02 0.034 O | | | | 0.59 38.167 0.00 0.02 0.034 O | | | | 0.59 38.250 0.00 0.02 0.034 O | | | | 0.59 38.333 0.00 0.02 0.034 O | | | | 0.59 38.417 0.00 0.02 0.034 O | | | | 0.58 38.500 0.00 0.02 0.034 O | | | | 0.58 38.583 0.00 0.02 0.034 O | | | | 0.58 38.667 0.00 0.02 0.034 O | | | | 0.58 38.750 0.00 0.02 0.034 O | | | | 0.58 38.833 0.00 0.02 0.033 O | | | | 0.58 38.917 0.00 0.02 0.033 O | | | | 0.57 39.000 0.00 0.02 0.033 O | | | | 0.57 39.083 0.00 0.02 0.033 O | | | | 0.57 39.167 0.00 0.02 0.033 O | | | | 0.57 39.250 0.00 0.02 0.033 O | | | | 0.57 39.333 0.00 0.02 0.033 O | | | | 0.57 39.417 0.00 0.02 0.033 O | | | | 0.57 39.500 0.00 0.02 0.033 O | | | | 0.56 39.583 0.00 0.02 0.032 O | | | | 0.56 39.667 0.00 0.02 0.032 O | | | | 0.56 39.750 0.00 0.02 0.032 O | | | | 0.56 39.833 0.00 0.02 0.032 O | | | | 0.56 39.917 0.00 0.02 0.032 O | | | | 0.56 40.000 0.00 0.02 0.032 O | | | | 0.55 40.083 0.00 0.02 0.032 O | | | | 0.55 40.167 0.00 0.02 0.032 O | | | | 0.55 40.250 0.00 0.02 0.032 O | | | | 0.55 40.333 0.00 0.02 0.031 O | | | | 0.55 40.417 0.00 0.02 0.031 O | | | | 0.55 40.500 0.00 0.02 0.031 O | | | | 0.55 40.583 0.00 0.02 0.031 O | | | | 0.54 40.667 0.00 0.02 0.031 O | | | | 0.54 40.750 0.00 0.02 0.031 O | | | | 0.54 40.833 0.00 0.02 0.031 O | | | | 0.54 40.917 0.00 0.02 0.031 O | | | | 0.54 41.000 0.00 0.02 0.031 O | | | | 0.54 41.083 0.00 0.02 0.030 O | | | | 0.53 41.167 0.00 0.02 0.030 O | | | | 0.53 41.250 0.00 0.02 0.030 O | | | | 0.53 41.333 0.00 0.02 0.030 O | | | | 0.53 41.417 0.00 0.02 0.030 O | | | | 0.53 41.500 0.00 0.02 0.030 O | | | | 0.53 41.583 0.00 0.02 0.030 O | | | | 0.53 41.667 0.00 0.02 0.030 O | | | | 0.52 41.750 0.00 0.02 0.030 O | | | | 0.52 41.833 0.00 0.02 0.030 O | | | | 0.52 41.917 0.00 0.02 0.029 O | | | | 0.52 42.000 0.00 0.02 0.029 O | | | | 0.52 42.083 0.00 0.02 0.029 O | | | | 0.52 42.167 0.00 0.02 0.029 O | | | | 0.52 42.250 0.00 0.02 0.029 O | | | | 0.51 42.333 0.00 0.02 0.029 O | | | | 0.51 42.417 0.00 0.02 0.029 O | | | | 0.51 42.500 0.00 0.02 0.029 O | | | | 0.51 42.583 0.00 0.02 0.029 O | | | | 0.51 42.667 0.00 0.02 0.028 O | | | | 0.51 42.750 0.00 0.02 0.028 O | | | | 0.51 42.833 0.00 0.02 0.028 O | | | | 0.50 42.917 0.00 0.02 0.028 O | | | | 0.50 43.000 0.00 0.02 0.028 O | | | | 0.50 43.083 0.00 0.01 0.028 O | | | | 0.50 43.167 0.00 0.01 0.028 O | | | | 0.50 43.250 0.00 0.01 0.028 O | | | | 0.50 43.333 0.00 0.01 0.028 O | | | | 0.49 43.417 0.00 0.01 0.028 O | | | | 0.49 43.500 0.00 0.01 0.027 O | | | | 0.49 43.583 0.00 0.01 0.027 O | | | | 0.49 43.667 0.00 0.01 0.027 O | | | | 0.49 43.750 0.00 0.01 0.027 O | | | | 0.48 43.833 0.00 0.01 0.027 O | | | | 0.48 43.917 0.00 0.01 0.027 O | | | | 0.48 44.000 0.00 0.01 0.027 O | | | | 0.48 44.083 0.00 0.01 0.027 O | | | | 0.48 44.167 0.00 0.01 0.027 O | | | | 0.48 44.250 0.00 0.01 0.027 O | | | | 0.47 44.333 0.00 0.01 0.026 O | | | | 0.47 44.417 0.00 0.01 0.026 O | | | | 0.47 44.500 0.00 0.01 0.026 O | | | | 0.47 44.583 0.00 0.01 0.026 O | | | | 0.47 44.667 0.00 0.01 0.026 O | | | | 0.47 44.750 0.00 0.01 0.026 O | | | | 0.46 44.833 0.00 0.01 0.026 O | | | | 0.46 44.917 0.00 0.01 0.026 O | | | | 0.46 45.000 0.00 0.01 0.026 O | | | | 0.46 45.083 0.00 0.01 0.026 O | | | | 0.46 45.167 0.00 0.01 0.026 O | | | | 0.46 45.250 0.00 0.01 0.025 O | | | | 0.45 45.333 0.00 0.01 0.025 O | | | | 0.45 45.417 0.00 0.01 0.025 O | | | | 0.45 45.500 0.00 0.01 0.025 O | | | | 0.45 45.583 0.00 0.01 0.025 O | | | | 0.45 45.667 0.00 0.01 0.025 O | | | | 0.45 45.750 0.00 0.01 0.025 O | | | | 0.44 45.833 0.00 0.01 0.025 O | | | | 0.44 45.917 0.00 0.01 0.025 O | | | | 0.44 46.000 0.00 0.01 0.025 O | | | | 0.44 46.083 0.00 0.01 0.024 O | | | | 0.44 46.167 0.00 0.01 0.024 O | | | | 0.44 46.250 0.00 0.01 0.024 O | | | | 0.43 46.333 0.00 0.01 0.024 O | | | | 0.43 46.417 0.00 0.01 0.024 O | | | | 0.43 46.500 0.00 0.01 0.024 O | | | | 0.43 46.583 0.00 0.01 0.024 O | | | | 0.43 46.667 0.00 0.01 0.024 O | | | | 0.43 46.750 0.00 0.01 0.024 O | | | | 0.42 46.833 0.00 0.01 0.024 O | | | | 0.42 46.917 0.00 0.01 0.024 O | | | | 0.42 47.000 0.00 0.01 0.024 O | | | | 0.42 47.083 0.00 0.01 0.023 O | | | | 0.42 47.167 0.00 0.01 0.023 O | | | | 0.42 47.250 0.00 0.01 0.023 O | | | | 0.42 47.333 0.00 0.01 0.023 O | | | | 0.41 47.417 0.00 0.01 0.023 O | | | | 0.41 47.500 0.00 0.01 0.023 O | | | | 0.41 47.583 0.00 0.01 0.023 O | | | | 0.41 47.667 0.00 0.01 0.023 O | | | | 0.41 47.750 0.00 0.01 0.023 O | | | | 0.41 47.833 0.00 0.01 0.023 O | | | | 0.40 47.917 0.00 0.01 0.023 O | | | | 0.40 48.000 0.00 0.01 0.022 O | | | | 0.40 48.083 0.00 0.01 0.022 O | | | | 0.40 48.167 0.00 0.01 0.022 O | | | | 0.40 48.250 0.00 0.01 0.022 O | | | | 0.40 48.333 0.00 0.01 0.022 O | | | | 0.40 48.417 0.00 0.01 0.022 O | | | | 0.39 48.500 0.00 0.01 0.022 O | | | | 0.39 48.583 0.00 0.01 0.022 O | | | | 0.39 48.667 0.00 0.01 0.022 O | | | | 0.39 48.750 0.00 0.01 0.022 O | | | | 0.39 48.833 0.00 0.01 0.022 O | | | | 0.39 48.917 0.00 0.01 0.022 O | | | | 0.39 49.000 0.00 0.01 0.022 O | | | | 0.38 49.083 0.00 0.01 0.021 O | | | | 0.38 49.167 0.00 0.01 0.021 O | | | | 0.38 49.250 0.00 0.01 0.021 O | | | | 0.38 49.333 0.00 0.01 0.021 O | | | | 0.38 49.417 0.00 0.01 0.021 O | | | | 0.38 49.500 0.00 0.01 0.021 O | | | | 0.38 49.583 0.00 0.01 0.021 O | | | | 0.37 49.667 0.00 0.01 0.021 O | | | | 0.37 49.750 0.00 0.01 0.021 O | | | | 0.37 49.833 0.00 0.01 0.021 O | | | | 0.37 49.917 0.00 0.01 0.021 O | | | | 0.37 50.000 0.00 0.01 0.021 O | | | | 0.37 50.083 0.00 0.01 0.021 O | | | | 0.37 50.167 0.00 0.01 0.020 O | | | | 0.36 50.250 0.00 0.01 0.020 O | | | | 0.36 50.333 0.00 0.01 0.020 O | | | | 0.36 50.417 0.00 0.01 0.020 O | | | | 0.36 50.500 0.00 0.01 0.020 O | | | | 0.36 50.583 0.00 0.01 0.020 O | | | | 0.36 50.667 0.00 0.01 0.020 O | | | | 0.36 50.750 0.00 0.01 0.020 O | | | | 0.36 50.833 0.00 0.01 0.020 O | | | | 0.35 50.917 0.00 0.01 0.020 O | | | | 0.35 51.000 0.00 0.01 0.020 O | | | | 0.35 51.083 0.00 0.01 0.020 O | | | | 0.35 51.167 0.00 0.01 0.020 O | | | | 0.35 51.250 0.00 0.01 0.019 O | | | | 0.35 51.333 0.00 0.01 0.019 O | | | | 0.35 51.417 0.00 0.01 0.019 O | | | | 0.35 51.500 0.00 0.01 0.019 O | | | | 0.34 51.583 0.00 0.01 0.019 O | | | | 0.34 51.667 0.00 0.01 0.019 O | | | | 0.34 51.750 0.00 0.01 0.019 O | | | | 0.34 51.833 0.00 0.01 0.019 O | | | | 0.34 51.917 0.00 0.01 0.019 O | | | | 0.34 52.000 0.00 0.01 0.019 O | | | | 0.34 52.083 0.00 0.01 0.019 O | | | | 0.34 52.167 0.00 0.01 0.019 O | | | | 0.33 52.250 0.00 0.01 0.019 O | | | | 0.33 52.333 0.00 0.01 0.019 O | | | | 0.33 52.417 0.00 0.01 0.018 O | | | | 0.33 52.500 0.00 0.01 0.018 O | | | | 0.33 52.583 0.00 0.01 0.018 O | | | | 0.33 52.667 0.00 0.01 0.018 O | | | | 0.33 52.750 0.00 0.01 0.018 O | | | | 0.33 52.833 0.00 0.01 0.018 O | | | | 0.32 52.917 0.00 0.01 0.018 O | | | | 0.32 53.000 0.00 0.01 0.018 O | | | | 0.32 53.083 0.00 0.01 0.018 O | | | | 0.32 53.167 0.00 0.01 0.018 O | | | | 0.32 53.250 0.00 0.01 0.018 O | | | | 0.32 53.333 0.00 0.01 0.018 O | | | | 0.32 53.417 0.00 0.01 0.018 O | | | | 0.32 53.500 0.00 0.01 0.018 O | | | | 0.31 53.583 0.00 0.01 0.018 O | | | | 0.31 53.667 0.00 0.01 0.018 O | | | | 0.31 53.750 0.00 0.01 0.017 O | | | | 0.31 53.833 0.00 0.01 0.017 O | | | | 0.31 53.917 0.00 0.01 0.017 O | | | | 0.31 54.000 0.00 0.01 0.017 O | | | | 0.31 54.083 0.00 0.01 0.017 O | | | | 0.31 54.167 0.00 0.01 0.017 O | | | | 0.31 54.250 0.00 0.01 0.017 O | | | | 0.30 54.333 0.00 0.01 0.017 O | | | | 0.30 54.417 0.00 0.01 0.017 O | | | | 0.30 54.500 0.00 0.01 0.017 O | | | | 0.30 54.583 0.00 0.01 0.017 O | | | | 0.30 54.667 0.00 0.01 0.017 O | | | | 0.30 54.750 0.00 0.01 0.017 O | | | | 0.30 54.833 0.00 0.01 0.017 O | | | | 0.30 54.917 0.00 0.01 0.017 O | | | | 0.30 55.000 0.00 0.01 0.016 O | | | | 0.29 55.083 0.00 0.01 0.016 O | | | | 0.29 55.167 0.00 0.01 0.016 O | | | | 0.29 55.250 0.00 0.01 0.016 O | | | | 0.29 55.333 0.00 0.01 0.016 O | | | | 0.29 55.417 0.00 0.01 0.016 O | | | | 0.29 55.500 0.00 0.01 0.016 O | | | | 0.29 55.583 0.00 0.01 0.016 O | | | | 0.29 55.667 0.00 0.01 0.016 O | | | | 0.29 55.750 0.00 0.01 0.016 O | | | | 0.29 55.833 0.00 0.01 0.016 O | | | | 0.28 55.917 0.00 0.01 0.016 O | | | | 0.28 56.000 0.00 0.01 0.016 O | | | | 0.28 56.083 0.00 0.01 0.016 O | | | | 0.28 56.167 0.00 0.01 0.016 O | | | | 0.28 56.250 0.00 0.01 0.016 O | | | | 0.28 56.333 0.00 0.01 0.016 O | | | | 0.28 56.417 0.00 0.01 0.015 O | | | | 0.28 56.500 0.00 0.01 0.015 O | | | | 0.28 56.583 0.00 0.01 0.015 O | | | | 0.27 56.667 0.00 0.01 0.015 O | | | | 0.27 56.750 0.00 0.01 0.015 O | | | | 0.27 56.833 0.00 0.01 0.015 O | | | | 0.27 56.917 0.00 0.01 0.015 O | | | | 0.27 57.000 0.00 0.01 0.015 O | | | | 0.27 57.083 0.00 0.01 0.015 O | | | | 0.27 57.167 0.00 0.01 0.015 O | | | | 0.27 57.250 0.00 0.01 0.015 O | | | | 0.27 57.333 0.00 0.01 0.015 O | | | | 0.27 57.417 0.00 0.01 0.015 O | | | | 0.26 57.500 0.00 0.01 0.015 O | | | | 0.26 57.583 0.00 0.01 0.015 O | | | | 0.26 57.667 0.00 0.01 0.015 O | | | | 0.26 57.750 0.00 0.01 0.015 O | | | | 0.26 57.833 0.00 0.01 0.015 O | | | | 0.26 57.917 0.00 0.01 0.015 O | | | | 0.26 58.000 0.00 0.01 0.014 O | | | | 0.26 58.083 0.00 0.01 0.014 O | | | | 0.26 58.167 0.00 0.01 0.014 O | | | | 0.26 58.250 0.00 0.01 0.014 O | | | | 0.26 58.333 0.00 0.01 0.014 O | | | | 0.25 58.417 0.00 0.01 0.014 O | | | | 0.25 58.500 0.00 0.01 0.014 O | | | | 0.25 58.583 0.00 0.01 0.014 O | | | | 0.25 58.667 0.00 0.01 0.014 O | | | | 0.25 58.750 0.00 0.01 0.014 O | | | | 0.25 58.833 0.00 0.01 0.014 O | | | | 0.25 58.917 0.00 0.01 0.014 O | | | | 0.25 59.000 0.00 0.01 0.014 O | | | | 0.25 59.083 0.00 0.01 0.014 O | | | | 0.25 59.167 0.00 0.01 0.014 O | | | | 0.25 59.250 0.00 0.01 0.014 O | | | | 0.24 59.333 0.00 0.01 0.014 O | | | | 0.24 59.417 0.00 0.01 0.014 O | | | | 0.24 59.500 0.00 0.01 0.014 O | | | | 0.24 59.583 0.00 0.01 0.013 O | | | | 0.24 59.667 0.00 0.01 0.013 O | | | | 0.24 59.750 0.00 0.01 0.013 O | | | | 0.24 59.833 0.00 0.01 0.013 O | | | | 0.24 59.917 0.00 0.01 0.013 O | | | | 0.24 60.000 0.00 0.01 0.013 O | | | | 0.24 60.083 0.00 0.01 0.013 O | | | | 0.24 60.167 0.00 0.01 0.013 O | | | | 0.23 60.250 0.00 0.01 0.013 O | | | | 0.23 60.333 0.00 0.01 0.013 O | | | | 0.23 60.417 0.00 0.01 0.013 O | | | | 0.23 60.500 0.00 0.01 0.013 O | | | | 0.23 60.583 0.00 0.01 0.013 O | | | | 0.23 60.667 0.00 0.01 0.013 O | | | | 0.23 60.750 0.00 0.01 0.013 O | | | | 0.23 60.833 0.00 0.01 0.013 O | | | | 0.23 60.917 0.00 0.01 0.013 O | | | | 0.23 61.000 0.00 0.01 0.013 O | | | | 0.23 61.083 0.00 0.01 0.013 O | | | | 0.23 61.167 0.00 0.01 0.013 O | | | | 0.22 61.250 0.00 0.01 0.013 O | | | | 0.22 61.333 0.00 0.01 0.012 O | | | | 0.22 61.417 0.00 0.01 0.012 O | | | | 0.22 61.500 0.00 0.01 0.012 O | | | | 0.22 61.583 0.00 0.01 0.012 O | | | | 0.22 61.667 0.00 0.01 0.012 O | | | | 0.22 61.750 0.00 0.01 0.012 O | | | | 0.22 61.833 0.00 0.01 0.012 O | | | | 0.22 61.917 0.00 0.01 0.012 O | | | | 0.22 62.000 0.00 0.01 0.012 O | | | | 0.22 62.083 0.00 0.01 0.012 O | | | | 0.22 62.167 0.00 0.01 0.012 O | | | | 0.21 62.250 0.00 0.01 0.012 O | | | | 0.21 62.333 0.00 0.01 0.012 O | | | | 0.21 62.417 0.00 0.01 0.012 O | | | | 0.21 62.500 0.00 0.01 0.012 O | | | | 0.21 62.583 0.00 0.01 0.012 O | | | | 0.21 62.667 0.00 0.01 0.012 O | | | | 0.21 62.750 0.00 0.01 0.012 O | | | | 0.21 62.833 0.00 0.01 0.012 O | | | | 0.21 62.917 0.00 0.01 0.012 O | | | | 0.21 63.000 0.00 0.01 0.012 O | | | | 0.21 63.083 0.00 0.01 0.012 O | | | | 0.21 63.167 0.00 0.01 0.011 O | | | | 0.21 63.250 0.00 0.01 0.011 O | | | | 0.20 63.333 0.00 0.01 0.011 O | | | | 0.20 63.417 0.00 0.01 0.011 O | | | | 0.20 63.500 0.00 0.01 0.011 O | | | | 0.20 63.583 0.00 0.01 0.011 O | | | | 0.20 63.667 0.00 0.01 0.011 O | | | | 0.20 63.750 0.00 0.01 0.011 O | | | | 0.20 63.833 0.00 0.01 0.011 O | | | | 0.20 63.917 0.00 0.01 0.011 O | | | | 0.20 64.000 0.00 0.01 0.011 O | | | | 0.20 64.083 0.00 0.01 0.011 O | | | | 0.20 64.167 0.00 0.01 0.011 O | | | | 0.20 64.250 0.00 0.01 0.011 O | | | | 0.20 64.333 0.00 0.01 0.011 O | | | | 0.19 64.417 0.00 0.01 0.011 O | | | | 0.19 64.500 0.00 0.01 0.011 O | | | | 0.19 64.583 0.00 0.01 0.011 O | | | | 0.19 64.667 0.00 0.01 0.011 O | | | | 0.19 64.750 0.00 0.01 0.011 O | | | | 0.19 64.833 0.00 0.01 0.011 O | | | | 0.19 64.917 0.00 0.01 0.011 O | | | | 0.19 65.000 0.00 0.01 0.011 O | | | | 0.19 65.083 0.00 0.01 0.011 O | | | | 0.19 65.167 0.00 0.01 0.011 O | | | | 0.19 65.250 0.00 0.01 0.010 O | | | | 0.19 65.333 0.00 0.01 0.010 O | | | | 0.19 65.417 0.00 0.01 0.010 O | | | | 0.19 65.500 0.00 0.01 0.010 O | | | | 0.19 65.583 0.00 0.01 0.010 O | | | | 0.18 65.667 0.00 0.01 0.010 O | | | | 0.18 65.750 0.00 0.01 0.010 O | | | | 0.18 65.833 0.00 0.01 0.010 O | | | | 0.18 65.917 0.00 0.01 0.010 O | | | | 0.18 66.000 0.00 0.01 0.010 O | | | | 0.18 66.083 0.00 0.01 0.010 O | | | | 0.18 66.167 0.00 0.01 0.010 O | | | | 0.18 66.250 0.00 0.01 0.010 O | | | | 0.18 66.333 0.00 0.01 0.010 O | | | | 0.18 66.417 0.00 0.01 0.010 O | | | | 0.18 66.500 0.00 0.01 0.010 O | | | | 0.18 66.583 0.00 0.01 0.010 O | | | | 0.18 66.667 0.00 0.01 0.010 O | | | | 0.18 66.750 0.00 0.01 0.010 O | | | | 0.18 66.833 0.00 0.01 0.010 O | | | | 0.17 66.917 0.00 0.01 0.010 O | | | | 0.17 67.000 0.00 0.01 0.010 O | | | | 0.17 67.083 0.00 0.01 0.010 O | | | | 0.17 67.167 0.00 0.01 0.010 O | | | | 0.17 67.250 0.00 0.01 0.010 O | | | | 0.17 67.333 0.00 0.01 0.010 O | | | | 0.17 67.417 0.00 0.01 0.010 O | | | | 0.17 67.500 0.00 0.01 0.009 O | | | | 0.17 67.583 0.00 0.01 0.009 O | | | | 0.17 67.667 0.00 0.01 0.009 O | | | | 0.17 67.750 0.00 0.01 0.009 O | | | | 0.17 67.833 0.00 0.01 0.009 O | | | | 0.17 67.917 0.00 0.00 0.009 O | | | | 0.17 68.000 0.00 0.00 0.009 O | | | | 0.17 68.083 0.00 0.00 0.009 O | | | | 0.17 68.167 0.00 0.00 0.009 O | | | | 0.16 68.250 0.00 0.00 0.009 O | | | | 0.16 68.333 0.00 0.00 0.009 O | | | | 0.16 68.417 0.00 0.00 0.009 O | | | | 0.16 68.500 0.00 0.00 0.009 O | | | | 0.16 68.583 0.00 0.00 0.009 O | | | | 0.16 68.667 0.00 0.00 0.009 O | | | | 0.16 68.750 0.00 0.00 0.009 O | | | | 0.16 68.833 0.00 0.00 0.009 O | | | | 0.16 68.917 0.00 0.00 0.009 O | | | | 0.16 69.000 0.00 0.00 0.009 O | | | | 0.16 69.083 0.00 0.00 0.009 O | | | | 0.16 69.167 0.00 0.00 0.009 O | | | | 0.16 69.250 0.00 0.00 0.009 O | | | | 0.16 69.333 0.00 0.00 0.009 O | | | | 0.16 69.417 0.00 0.00 0.009 O | | | | 0.16 69.500 0.00 0.00 0.009 O | | | | 0.16 69.583 0.00 0.00 0.009 O | | | | 0.15 69.667 0.00 0.00 0.009 O | | | | 0.15 69.750 0.00 0.00 0.009 O | | | | 0.15 69.833 0.00 0.00 0.009 O | | | | 0.15 69.917 0.00 0.00 0.009 O | | | | 0.15 70.000 0.00 0.00 0.008 O | | | | 0.15 70.083 0.00 0.00 0.008 O | | | | 0.15 70.167 0.00 0.00 0.008 O | | | | 0.15 70.250 0.00 0.00 0.008 O | | | | 0.15 70.333 0.00 0.00 0.008 O | | | | 0.15 70.417 0.00 0.00 0.008 O | | | | 0.15 70.500 0.00 0.00 0.008 O | | | | 0.15 70.583 0.00 0.00 0.008 O | | | | 0.15 70.667 0.00 0.00 0.008 O | | | | 0.15 70.750 0.00 0.00 0.008 O | | | | 0.15 70.833 0.00 0.00 0.008 O | | | | 0.15 70.917 0.00 0.00 0.008 O | | | | 0.15 71.000 0.00 0.00 0.008 O | | | | 0.15 71.083 0.00 0.00 0.008 O | | | | 0.14 71.167 0.00 0.00 0.008 O | | | | 0.14 71.250 0.00 0.00 0.008 O | | | | 0.14 71.333 0.00 0.00 0.008 O | | | | 0.14 71.417 0.00 0.00 0.008 O | | | | 0.14 71.500 0.00 0.00 0.008 O | | | | 0.14 71.583 0.00 0.00 0.008 O | | | | 0.14 71.667 0.00 0.00 0.008 O | | | | 0.14 71.750 0.00 0.00 0.008 O | | | | 0.14 71.833 0.00 0.00 0.008 O | | | | 0.14 71.917 0.00 0.00 0.008 O | | | | 0.14 72.000 0.00 0.00 0.008 O | | | | 0.14 72.083 0.00 0.00 0.008 O | | | | 0.14 72.167 0.00 0.00 0.008 O | | | | 0.14 72.250 0.00 0.00 0.008 O | | | | 0.14 72.333 0.00 0.00 0.008 O | | | | 0.14 72.417 0.00 0.00 0.008 O | | | | 0.14 72.500 0.00 0.00 0.008 O | | | | 0.14 72.583 0.00 0.00 0.008 O | | | | 0.14 72.667 0.00 0.00 0.008 O | | | | 0.13 72.750 0.00 0.00 0.008 O | | | | 0.13 72.833 0.00 0.00 0.007 O | | | | 0.13 72.917 0.00 0.00 0.007 O | | | | 0.13 73.000 0.00 0.00 0.007 O | | | | 0.13 73.083 0.00 0.00 0.007 O | | | | 0.13 73.167 0.00 0.00 0.007 O | | | | 0.13 73.250 0.00 0.00 0.007 O | | | | 0.13 73.333 0.00 0.00 0.007 O | | | | 0.13 73.417 0.00 0.00 0.007 O | | | | 0.13 73.500 0.00 0.00 0.007 O | | | | 0.13 73.583 0.00 0.00 0.007 O | | | | 0.13 73.667 0.00 0.00 0.007 O | | | | 0.13 73.750 0.00 0.00 0.007 O | | | | 0.13 73.833 0.00 0.00 0.007 O | | | | 0.13 73.917 0.00 0.00 0.007 O | | | | 0.13 74.000 0.00 0.00 0.007 O | | | | 0.13 74.083 0.00 0.00 0.007 O | | | | 0.13 74.167 0.00 0.00 0.007 O | | | | 0.13 74.250 0.00 0.00 0.007 O | | | | 0.13 74.333 0.00 0.00 0.007 O | | | | 0.13 74.417 0.00 0.00 0.007 O | | | | 0.12 74.500 0.00 0.00 0.007 O | | | | 0.12 74.583 0.00 0.00 0.007 O | | | | 0.12 74.667 0.00 0.00 0.007 O | | | | 0.12 74.750 0.00 0.00 0.007 O | | | | 0.12 74.833 0.00 0.00 0.007 O | | | | 0.12 74.917 0.00 0.00 0.007 O | | | | 0.12 75.000 0.00 0.00 0.007 O | | | | 0.12 75.083 0.00 0.00 0.007 O | | | | 0.12 75.167 0.00 0.00 0.007 O | | | | 0.12 75.250 0.00 0.00 0.007 O | | | | 0.12 75.333 0.00 0.00 0.007 O | | | | 0.12 75.417 0.00 0.00 0.007 O | | | | 0.12 75.500 0.00 0.00 0.007 O | | | | 0.12 75.583 0.00 0.00 0.007 O | | | | 0.12 75.667 0.00 0.00 0.007 O | | | | 0.12 75.750 0.00 0.00 0.007 O | | | | 0.12 75.833 0.00 0.00 0.007 O | | | | 0.12 75.917 0.00 0.00 0.007 O | | | | 0.12 76.000 0.00 0.00 0.007 O | | | | 0.12 76.083 0.00 0.00 0.006 O | | | | 0.12 76.167 0.00 0.00 0.006 O | | | | 0.12 76.250 0.00 0.00 0.006 O | | | | 0.11 76.333 0.00 0.00 0.006 O | | | | 0.11 76.417 0.00 0.00 0.006 O | | | | 0.11 76.500 0.00 0.00 0.006 O | | | | 0.11 76.583 0.00 0.00 0.006 O | | | | 0.11 76.667 0.00 0.00 0.006 O | | | | 0.11 76.750 0.00 0.00 0.006 O | | | | 0.11 76.833 0.00 0.00 0.006 O | | | | 0.11 76.917 0.00 0.00 0.006 O | | | | 0.11 77.000 0.00 0.00 0.006 O | | | | 0.11 77.083 0.00 0.00 0.006 O | | | | 0.11 77.167 0.00 0.00 0.006 O | | | | 0.11 77.250 0.00 0.00 0.006 O | | | | 0.11 77.333 0.00 0.00 0.006 O | | | | 0.11 77.417 0.00 0.00 0.006 O | | | | 0.11 77.500 0.00 0.00 0.006 O | | | | 0.11 77.583 0.00 0.00 0.006 O | | | | 0.11 77.667 0.00 0.00 0.006 O | | | | 0.11 77.750 0.00 0.00 0.006 O | | | | 0.11 77.833 0.00 0.00 0.006 O | | | | 0.11 77.917 0.00 0.00 0.006 O | | | | 0.11 78.000 0.00 0.00 0.006 O | | | | 0.11 78.083 0.00 0.00 0.006 O | | | | 0.11 78.167 0.00 0.00 0.006 O | | | | 0.11 78.250 0.00 0.00 0.006 O | | | | 0.11 78.333 0.00 0.00 0.006 O | | | | 0.10 78.417 0.00 0.00 0.006 O | | | | 0.10 78.500 0.00 0.00 0.006 O | | | | 0.10 78.583 0.00 0.00 0.006 O | | | | 0.10 78.667 0.00 0.00 0.006 O | | | | 0.10 78.750 0.00 0.00 0.006 O | | | | 0.10 78.833 0.00 0.00 0.006 O | | | | 0.10 78.917 0.00 0.00 0.006 O | | | | 0.10 79.000 0.00 0.00 0.006 O | | | | 0.10 79.083 0.00 0.00 0.006 O | | | | 0.10 79.167 0.00 0.00 0.006 O | | | | 0.10 79.250 0.00 0.00 0.006 O | | | | 0.10 79.333 0.00 0.00 0.006 O | | | | 0.10 79.417 0.00 0.00 0.006 O | | | | 0.10 79.500 0.00 0.00 0.006 O | | | | 0.10 79.583 0.00 0.00 0.006 O | | | | 0.10 79.667 0.00 0.00 0.006 O | | | | 0.10 79.750 0.00 0.00 0.006 O | | | | 0.10 79.833 0.00 0.00 0.005 O | | | | 0.10 79.917 0.00 0.00 0.005 O | | | | 0.10 80.000 0.00 0.00 0.005 O | | | | 0.10 80.083 0.00 0.00 0.005 O | | | | 0.10 80.167 0.00 0.00 0.005 O | | | | 0.10 80.250 0.00 0.00 0.005 O | | | | 0.10 80.333 0.00 0.00 0.005 O | | | | 0.10 80.417 0.00 0.00 0.005 O | | | | 0.10 80.500 0.00 0.00 0.005 O | | | | 0.10 80.583 0.00 0.00 0.005 O | | | | 0.09 80.667 0.00 0.00 0.005 O | | | | 0.09 80.750 0.00 0.00 0.005 O | | | | 0.09 80.833 0.00 0.00 0.005 O | | | | 0.09 80.917 0.00 0.00 0.005 O | | | | 0.09 81.000 0.00 0.00 0.005 O | | | | 0.09 81.083 0.00 0.00 0.005 O | | | | 0.09 81.167 0.00 0.00 0.005 O | | | | 0.09 81.250 0.00 0.00 0.005 O | | | | 0.09 81.333 0.00 0.00 0.005 O | | | | 0.09 81.417 0.00 0.00 0.005 O | | | | 0.09 81.500 0.00 0.00 0.005 O | | | | 0.09 81.583 0.00 0.00 0.005 O | | | | 0.09 81.667 0.00 0.00 0.005 O | | | | 0.09 81.750 0.00 0.00 0.005 O | | | | 0.09 81.833 0.00 0.00 0.005 O | | | | 0.09 81.917 0.00 0.00 0.005 O | | | | 0.09 82.000 0.00 0.00 0.005 O | | | | 0.09 82.083 0.00 0.00 0.005 O | | | | 0.09 82.167 0.00 0.00 0.005 O | | | | 0.09 82.250 0.00 0.00 0.005 O | | | | 0.09 82.333 0.00 0.00 0.005 O | | | | 0.09 82.417 0.00 0.00 0.005 O | | | | 0.09 82.500 0.00 0.00 0.005 O | | | | 0.09 82.583 0.00 0.00 0.005 O | | | | 0.09 82.667 0.00 0.00 0.005 O | | | | 0.09 82.750 0.00 0.00 0.005 O | | | | 0.09 82.833 0.00 0.00 0.005 O | | | | 0.09 82.917 0.00 0.00 0.005 O | | | | 0.09 83.000 0.00 0.00 0.005 O | | | | 0.09 83.083 0.00 0.00 0.005 O | | | | 0.08 83.167 0.00 0.00 0.005 O | | | | 0.08 83.250 0.00 0.00 0.005 O | | | | 0.08 83.333 0.00 0.00 0.005 O | | | | 0.08 83.417 0.00 0.00 0.005 O | | | | 0.08 83.500 0.00 0.00 0.005 O | | | | 0.08 83.583 0.00 0.00 0.005 O | | | | 0.08 83.667 0.00 0.00 0.005 O | | | | 0.08 83.750 0.00 0.00 0.005 O | | | | 0.08 83.833 0.00 0.00 0.005 O | | | | 0.08 83.917 0.00 0.00 0.005 O | | | | 0.08 84.000 0.00 0.00 0.005 O | | | | 0.08 84.083 0.00 0.00 0.005 O | | | | 0.08 84.167 0.00 0.00 0.005 O | | | | 0.08 84.250 0.00 0.00 0.005 O | | | | 0.08 84.333 0.00 0.00 0.005 O | | | | 0.08 84.417 0.00 0.00 0.004 O | | | | 0.08 84.500 0.00 0.00 0.004 O | | | | 0.08 84.583 0.00 0.00 0.004 O | | | | 0.08 84.667 0.00 0.00 0.004 O | | | | 0.08 84.750 0.00 0.00 0.004 O | | | | 0.08 84.833 0.00 0.00 0.004 O | | | | 0.08 84.917 0.00 0.00 0.004 O | | | | 0.08 85.000 0.00 0.00 0.004 O | | | | 0.08 85.083 0.00 0.00 0.004 O | | | | 0.08 85.167 0.00 0.00 0.004 O | | | | 0.08 85.250 0.00 0.00 0.004 O | | | | 0.08 85.333 0.00 0.00 0.004 O | | | | 0.08 85.417 0.00 0.00 0.004 O | | | | 0.08 85.500 0.00 0.00 0.004 O | | | | 0.08 85.583 0.00 0.00 0.004 O | | | | 0.08 85.667 0.00 0.00 0.004 O | | | | 0.08 85.750 0.00 0.00 0.004 O | | | | 0.08 85.833 0.00 0.00 0.004 O | | | | 0.08 85.917 0.00 0.00 0.004 O | | | | 0.07 86.000 0.00 0.00 0.004 O | | | | 0.07 86.083 0.00 0.00 0.004 O | | | | 0.07 86.167 0.00 0.00 0.004 O | | | | 0.07 86.250 0.00 0.00 0.004 O | | | | 0.07 86.333 0.00 0.00 0.004 O | | | | 0.07 86.417 0.00 0.00 0.004 O | | | | 0.07 86.500 0.00 0.00 0.004 O | | | | 0.07 86.583 0.00 0.00 0.004 O | | | | 0.07 86.667 0.00 0.00 0.004 O | | | | 0.07 86.750 0.00 0.00 0.004 O | | | | 0.07 86.833 0.00 0.00 0.004 O | | | | 0.07 86.917 0.00 0.00 0.004 O | | | | 0.07 87.000 0.00 0.00 0.004 O | | | | 0.07 87.083 0.00 0.00 0.004 O | | | | 0.07 87.167 0.00 0.00 0.004 O | | | | 0.07 87.250 0.00 0.00 0.004 O | | | | 0.07 87.333 0.00 0.00 0.004 O | | | | 0.07 87.417 0.00 0.00 0.004 O | | | | 0.07 87.500 0.00 0.00 0.004 O | | | | 0.07 87.583 0.00 0.00 0.004 O | | | | 0.07 87.667 0.00 0.00 0.004 O | | | | 0.07 87.750 0.00 0.00 0.004 O | | | | 0.07 87.833 0.00 0.00 0.004 O | | | | 0.07 87.917 0.00 0.00 0.004 O | | | | 0.07 88.000 0.00 0.00 0.004 O | | | | 0.07 88.083 0.00 0.00 0.004 O | | | | 0.07 88.167 0.00 0.00 0.004 O | | | | 0.07 88.250 0.00 0.00 0.004 O | | | | 0.07 88.333 0.00 0.00 0.004 O | | | | 0.07 88.417 0.00 0.00 0.004 O | | | | 0.07 88.500 0.00 0.00 0.004 O | | | | 0.07 88.583 0.00 0.00 0.004 O | | | | 0.07 88.667 0.00 0.00 0.004 O | | | | 0.07 88.750 0.00 0.00 0.004 O | | | | 0.07 88.833 0.00 0.00 0.004 O | | | | 0.07 88.917 0.00 0.00 0.004 O | | | | 0.07 89.000 0.00 0.00 0.004 O | | | | 0.07 89.083 0.00 0.00 0.004 O | | | | 0.07 89.167 0.00 0.00 0.004 O | | | | 0.06 89.250 0.00 0.00 0.004 O | | | | 0.06 89.333 0.00 0.00 0.004 O | | | | 0.06 89.417 0.00 0.00 0.004 O | | | | 0.06 89.500 0.00 0.00 0.004 O | | | | 0.06 89.583 0.00 0.00 0.004 O | | | | 0.06 89.667 0.00 0.00 0.004 O | | | | 0.06 89.750 0.00 0.00 0.004 O | | | | 0.06 89.833 0.00 0.00 0.004 O | | | | 0.06 89.917 0.00 0.00 0.004 O | | | | 0.06 90.000 0.00 0.00 0.004 O | | | | 0.06 90.083 0.00 0.00 0.003 O | | | | 0.06 90.167 0.00 0.00 0.003 O | | | | 0.06 90.250 0.00 0.00 0.003 O | | | | 0.06 90.333 0.00 0.00 0.003 O | | | | 0.06 90.417 0.00 0.00 0.003 O | | | | 0.06 90.500 0.00 0.00 0.003 O | | | | 0.06 90.583 0.00 0.00 0.003 O | | | | 0.06 90.667 0.00 0.00 0.003 O | | | | 0.06 90.750 0.00 0.00 0.003 O | | | | 0.06 90.833 0.00 0.00 0.003 O | | | | 0.06 90.917 0.00 0.00 0.003 O | | | | 0.06 91.000 0.00 0.00 0.003 O | | | | 0.06 91.083 0.00 0.00 0.003 O | | | | 0.06 91.167 0.00 0.00 0.003 O | | | | 0.06 91.250 0.00 0.00 0.003 O | | | | 0.06 91.333 0.00 0.00 0.003 O | | | | 0.06 91.417 0.00 0.00 0.003 O | | | | 0.06 91.500 0.00 0.00 0.003 O | | | | 0.06 91.583 0.00 0.00 0.003 O | | | | 0.06 91.667 0.00 0.00 0.003 O | | | | 0.06 91.750 0.00 0.00 0.003 O | | | | 0.06 91.833 0.00 0.00 0.003 O | | | | 0.06 91.917 0.00 0.00 0.003 O | | | | 0.06 92.000 0.00 0.00 0.003 O | | | | 0.06 92.083 0.00 0.00 0.003 O | | | | 0.06 92.167 0.00 0.00 0.003 O | | | | 0.06 92.250 0.00 0.00 0.003 O | | | | 0.06 92.333 0.00 0.00 0.003 O | | | | 0.06 92.417 0.00 0.00 0.003 O | | | | 0.06 92.500 0.00 0.00 0.003 O | | | | 0.06 92.583 0.00 0.00 0.003 O | | | | 0.06 92.667 0.00 0.00 0.003 O | | | | 0.06 92.750 0.00 0.00 0.003 O | | | | 0.06 92.833 0.00 0.00 0.003 O | | | | 0.06 92.917 0.00 0.00 0.003 O | | | | 0.05 93.000 0.00 0.00 0.003 O | | | | 0.05 93.083 0.00 0.00 0.003 O | | | | 0.05 93.167 0.00 0.00 0.003 O | | | | 0.05 93.250 0.00 0.00 0.003 O | | | | 0.05 93.333 0.00 0.00 0.003 O | | | | 0.05 93.417 0.00 0.00 0.003 O | | | | 0.05 93.500 0.00 0.00 0.003 O | | | | 0.05 93.583 0.00 0.00 0.003 O | | | | 0.05 93.667 0.00 0.00 0.003 O | | | | 0.05 93.750 0.00 0.00 0.003 O | | | | 0.05 93.833 0.00 0.00 0.003 O | | | | 0.05 93.917 0.00 0.00 0.003 O | | | | 0.05 94.000 0.00 0.00 0.003 O | | | | 0.05 94.083 0.00 0.00 0.003 O | | | | 0.05 94.167 0.00 0.00 0.003 O | | | | 0.05 94.250 0.00 0.00 0.003 O | | | | 0.05 94.333 0.00 0.00 0.003 O | | | | 0.05 94.417 0.00 0.00 0.003 O | | | | 0.05 94.500 0.00 0.00 0.003 O | | | | 0.05 94.583 0.00 0.00 0.003 O | | | | 0.05 94.667 0.00 0.00 0.003 O | | | | 0.05 94.750 0.00 0.00 0.003 O | | | | 0.05 94.833 0.00 0.00 0.003 O | | | | 0.05 94.917 0.00 0.00 0.003 O | | | | 0.05 95.000 0.00 0.00 0.003 O | | | | 0.05 95.083 0.00 0.00 0.003 O | | | | 0.05 95.167 0.00 0.00 0.003 O | | | | 0.05 95.250 0.00 0.00 0.003 O | | | | 0.05 95.333 0.00 0.00 0.003 O | | | | 0.05 95.417 0.00 0.00 0.003 O | | | | 0.05 95.500 0.00 0.00 0.003 O | | | | 0.05 95.583 0.00 0.00 0.003 O | | | | 0.05 95.667 0.00 0.00 0.003 O | | | | 0.05 95.750 0.00 0.00 0.003 O | | | | 0.05 95.833 0.00 0.00 0.003 O | | | | 0.05 95.917 0.00 0.00 0.003 O | | | | 0.05 96.000 0.00 0.00 0.003 O | | | | 0.05 96.083 0.00 0.00 0.003 O | | | | 0.05 96.167 0.00 0.00 0.003 O | | | | 0.05 96.250 0.00 0.00 0.003 O | | | | 0.05 96.333 0.00 0.00 0.003 O | | | | 0.05 96.417 0.00 0.00 0.003 O | | | | 0.05 96.500 0.00 0.00 0.003 O | | | | 0.05 96.583 0.00 0.00 0.003 O | | | | 0.05 96.667 0.00 0.00 0.003 O | | | | 0.05 96.750 0.00 0.00 0.003 O | | | | 0.05 96.833 0.00 0.00 0.003 O | | | | 0.05 96.917 0.00 0.00 0.003 O | | | | 0.05 97.000 0.00 0.00 0.003 O | | | | 0.05 97.083 0.00 0.00 0.003 O | | | | 0.05 97.167 0.00 0.00 0.003 O | | | | 0.05 97.250 0.00 0.00 0.003 O | | | | 0.05 97.333 0.00 0.00 0.003 O | | | | 0.05 97.417 0.00 0.00 0.003 O | | | | 0.05 97.500 0.00 0.00 0.003 O | | | | 0.04 97.583 0.00 0.00 0.003 O | | | | 0.04 97.667 0.00 0.00 0.002 O | | | | 0.04 97.750 0.00 0.00 0.002 O | | | | 0.04 97.833 0.00 0.00 0.002 O | | | | 0.04 97.917 0.00 0.00 0.002 O | | | | 0.04 98.000 0.00 0.00 0.002 O | | | | 0.04 98.083 0.00 0.00 0.002 O | | | | 0.04 98.167 0.00 0.00 0.002 O | | | | 0.04 98.250 0.00 0.00 0.002 O | | | | 0.04 98.333 0.00 0.00 0.002 O | | | | 0.04 98.417 0.00 0.00 0.002 O | | | | 0.04 98.500 0.00 0.00 0.002 O | | | | 0.04 98.583 0.00 0.00 0.002 O | | | | 0.04 98.667 0.00 0.00 0.002 O | | | | 0.04 98.750 0.00 0.00 0.002 O | | | | 0.04 98.833 0.00 0.00 0.002 O | | | | 0.04 98.917 0.00 0.00 0.002 O | | | | 0.04 99.000 0.00 0.00 0.002 O | | | | 0.04 99.083 0.00 0.00 0.002 O | | | | 0.04 99.167 0.00 0.00 0.002 O | | | | 0.04 99.250 0.00 0.00 0.002 O | | | | 0.04 99.333 0.00 0.00 0.002 O | | | | 0.04 99.417 0.00 0.00 0.002 O | | | | 0.04 99.500 0.00 0.00 0.002 O | | | | 0.04 99.583 0.00 0.00 0.002 O | | | | 0.04 99.667 0.00 0.00 0.002 O | | | | 0.04 99.750 0.00 0.00 0.002 O | | | | 0.04 99.833 0.00 0.00 0.002 O | | | | 0.04 99.917 0.00 0.00 0.002 O | | | | 0.04 100.000 0.00 0.00 0.002 O | | | | 0.04 100.083 0.00 0.00 0.002 O | | | | 0.04 100.167 0.00 0.00 0.002 O | | | | 0.04 100.250 0.00 0.00 0.002 O | | | | 0.04 100.333 0.00 0.00 0.002 O | | | | 0.04 100.417 0.00 0.00 0.002 O | | | | 0.04 100.500 0.00 0.00 0.002 O | | | | 0.04 100.583 0.00 0.00 0.002 O | | | | 0.04 100.667 0.00 0.00 0.002 O | | | | 0.04 100.750 0.00 0.00 0.002 O | | | | 0.04 100.833 0.00 0.00 0.002 O | | | | 0.04 100.917 0.00 0.00 0.002 O | | | | 0.04 101.000 0.00 0.00 0.002 O | | | | 0.04 101.083 0.00 0.00 0.002 O | | | | 0.04 101.167 0.00 0.00 0.002 O | | | | 0.04 101.250 0.00 0.00 0.002 O | | | | 0.04 101.333 0.00 0.00 0.002 O | | | | 0.04 101.417 0.00 0.00 0.002 O | | | | 0.04 101.500 0.00 0.00 0.002 O | | | | 0.04 101.583 0.00 0.00 0.002 O | | | | 0.04 101.667 0.00 0.00 0.002 O | | | | 0.04 101.750 0.00 0.00 0.002 O | | | | 0.04 101.833 0.00 0.00 0.002 O | | | | 0.04 101.917 0.00 0.00 0.002 O | | | | 0.04 102.000 0.00 0.00 0.002 O | | | | 0.04 102.083 0.00 0.00 0.002 O | | | | 0.04 102.167 0.00 0.00 0.002 O | | | | 0.04 102.250 0.00 0.00 0.002 O | | | | 0.04 102.333 0.00 0.00 0.002 O | | | | 0.04 102.417 0.00 0.00 0.002 O | | | | 0.04 102.500 0.00 0.00 0.002 O | | | | 0.04 102.583 0.00 0.00 0.002 O | | | | 0.04 102.667 0.00 0.00 0.002 O | | | | 0.04 102.750 0.00 0.00 0.002 O | | | | 0.04 102.833 0.00 0.00 0.002 O | | | | 0.04 102.917 0.00 0.00 0.002 O | | | | 0.04 103.000 0.00 0.00 0.002 O | | | | 0.04 103.083 0.00 0.00 0.002 O | | | | 0.04 103.167 0.00 0.00 0.002 O | | | | 0.03 103.250 0.00 0.00 0.002 O | | | | 0.03 103.333 0.00 0.00 0.002 O | | | | 0.03 103.417 0.00 0.00 0.002 O | | | | 0.03 103.500 0.00 0.00 0.002 O | | | | 0.03 103.583 0.00 0.00 0.002 O | | | | 0.03 103.667 0.00 0.00 0.002 O | | | | 0.03 103.750 0.00 0.00 0.002 O | | | | 0.03 103.833 0.00 0.00 0.002 O | | | | 0.03 103.917 0.00 0.00 0.002 O | | | | 0.03 104.000 0.00 0.00 0.002 O | | | | 0.03 104.083 0.00 0.00 0.002 O | | | | 0.03 104.167 0.00 0.00 0.002 O | | | | 0.03 104.250 0.00 0.00 0.002 O | | | | 0.03 Remaining water in basin = 0.00 (Ac.Ft) ****************************HYDROGRAPH DATA**************************** Number of intervals = 1251 Time interval = 5.0 (Min.) Maximum/Peak flow rate = 0.027 (CFS) Total volume = 0.099 (Ac.Ft) Status of hydrographs being held in storage Stream 1 Stream 2 Stream 3 Stream 4 Stream 5 Peak (CFS) 0.000 0.000 0.000 0.000 0.000 Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000 ************************************************************ *********** -------------------------------------------------------------------- BMP ID AREA A Company Name: Date: 4/2/2012 Designed by: County/City Case No.: Enter the area tributary to this feature AT= 2.33 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 4,398 ft3 Depth of Soil Filter Media Layer dS = 3.0 ft Top Width of Bioretention Facility, excluding curb wT = 20.0 ft Total Effective Depth, dE dE = 1.77 ft dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE = 1.80 ft AM = 2,492 ft2 A= 2,500 ft2 Minimum Required Length of Bioretention Facility, L L = 124.6 ft z = 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3% maximum) 0.5 % 6" Check Dam Spacing 0 feet Describe Vegetation: Notes: Bioretention Facility -Design Procedure Legend: VSL ENGINEERING FAA Design Volume Calculated Cells Natural Grasses Bioretention Facility Surface Area Side Slopes in Bioretention Facility Required Entries Minimum Surface Area, Am dE = (0.3) x dS + (0.4) x 1 -(0.7/wT) + 0.5 Type of Bioretention Facility Design VBMP (ft3) AM (ft2) = Proposed Surface Area dE (ft) Bioretention Facility Facility Properties Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010 BMP ID AREA 'B' Company Name: Date: 1/2/2011 Designed by: County/City Case No.: Enter the area tributary to this feature AT= 0.63 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 983 ft3 Depth of Soil Filter Media Layer dS = 1.5 ft Top Width of Bioretention Facility, excluding curb wT = 10.0 ft Total Effective Depth, dE dE = 1.28 ft dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE = 1.35 ft AM = 768 ft2 A= 792 ft2 Minimum Required Length of Bioretention Facility, L L = 76.8 ft z = 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3% maximum) 0.5 % 6" Check Dam Spacing 0 feet Describe Vegetation: Notes: Required Entries Minimum Surface Area, Am dE = (0.3) x dS + (0.4) x 1 -(0.7/wT) + 0.5 Type of Bioretention Facility Design VBMP (ft3) AM (ft2) = Proposed Surface Area dE (ft) Bioretention Facility Properties Bioretention Facility -Design Procedure Legend: FAA Design Volume Calculated Cells Bioretention Facility Surface Area Side Slopes in Bioretention Facility Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010 BMP ID AREA 'C' Company Name: Date: 1/2/2011 Designed by: County/City Case No.: Enter the area tributary to this feature AT= 0.14 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 188 ft3 Depth of Soil Filter Media Layer dS = 1.5 ft Top Width of Bioretention Facility, excluding curb wT = 10.0 ft Total Effective Depth, dE dE = 1.28 ft dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE = 1.35 ft AM = 147 ft2 A= 320 ft2 Minimum Required Length of Bioretention Facility, L L = 14.7 ft z = 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3% maximum) 0.5 % 6" Check Dam Spacing 0 feet Describe Vegetation: Notes: Required Entries Minimum Surface Area, Am dE = (0.3) x dS + (0.4) x 1 -(0.7/wT) + 0.5 Type of Bioretention Facility Design VBMP (ft3) AM (ft2) = Proposed Surface Area dE (ft) Bioretention Facility Properties Bioretention Facility -Design Procedure Legend: FAA Design Volume Calculated Cells Bioretention Facility Surface Area Side Slopes in Bioretention Facility Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010 BMP ID AREA 'D' Company Name: Date: 1/2/2011 Designed by: County/City Case No.: Enter the area tributary to this feature AT= 0.15 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 201 ft3 Depth of Soil Filter Media Layer dS = 1.5 ft Top Width of Bioretention Facility, excluding curb wT = 10.0 ft Total Effective Depth, dE dE = 1.28 ft dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE = 1.35 ft AM = 158 ft2 A= 320 ft2 Minimum Required Length of Bioretention Facility, L L = 15.8 ft z = 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3% maximum) 0.5 % 6" Check Dam Spacing 0 feet Describe Vegetation: Notes: Required Entries Minimum Surface Area, Am dE = (0.3) x dS + (0.4) x 1 -(0.7/wT) + 0.5 Type of Bioretention Facility Design VBMP (ft3) AM (ft2) = Proposed Surface Area dE (ft) Bioretention Facility Properties Bioretention Facility -Design Procedure Legend: FAA Design Volume Calculated Cells Bioretention Facility Surface Area Side Slopes in Bioretention Facility Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010 BMP ID AREA 'E' Company Name: Date: 1/2/2011 Designed by: County/City Case No.: Enter the area tributary to this feature AT= 0.16 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 209 ft3 Depth of Soil Filter Media Layer dS = 1.5 ft Top Width of Bioretention Facility, excluding curb wT = 10.0 ft Total Effective Depth, dE dE = 1.28 ft dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE = 1.35 ft AM = 164 ft2 A= 320 ft2 Minimum Required Length of Bioretention Facility, L L = 16.4 ft z = 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3% maximum) 0.5 % 6" Check Dam Spacing 0 feet Describe Vegetation: Notes: Required Entries Minimum Surface Area, Am dE = (0.3) x dS + (0.4) x 1 -(0.7/wT) + 0.5 Type of Bioretention Facility Design VBMP (ft3) AM (ft2) = Proposed Surface Area dE (ft) Bioretention Facility Properties Bioretention Facility -Design Procedure Legend: FAA Design Volume Calculated Cells Bioretention Facility Surface Area Side Slopes in Bioretention Facility Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010 Date Enter the Area Tributary to this Feature AT = 0.66 acres Site Location Township 8S Range 3W Section 1 D85 = 0.85 If = 0.94 Use the following equation based on the WEF/ASCE Method C = 0.858If3 -0.78If2 + 0.774If + 0.04 C = 0.79 Vu = 0.67 VBMP (ft3)= VBMP = 1,605 ft3 Rancho Vista Village Drainage Area Number/Name Calculated Cells Company Name VSL Engineering Santa Margarita Watershed BMP Design Volume, VBMP Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 1/2/2012 Designed by FAA County/City Case No Company Project Number/Name Notes: (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP. 12 (in/ft) Calculate VU, the 85% Unit Storage Volume VU= D85 x C VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) Enter the 85th Percentile, 24-hour Rainfall Depth Sub-Area A1 Select the 'Post-Development Surface Cover' from the the pull down above Determine the Effective Impervious Fraction Type of post-development surface cover (use pull down menu) Effective Impervious Fraction 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Riverside County Best Management Practice Design Handbook JUNE 2010 Company Name: Date: Designed by: County/City Case No.: Enter the area tributary to this feature AT= 0.66 acres Enter VBMP determines from Section 2.1 of this Handbook VBMP= 1,605 ft3 Reservoir Layer Depth, bTH bTH= 12 inches AS= 4,013 ft2 8,789 ft2 (A) in (B) in (C) in (D) 12 in in 1 % Sediment Control Provided? (Use pulldown) Yes Geotechnical report attached? (Use pulldown) Yes Describe Surrounding Vegetation: Notes: Design Volume Total Permeable Pavement Section If the permeable pavement has been designed correctly, there should be no error messages on the spreadsheet. Proposed Surface Area = AS (ft) = Slope of Permeable Pavement Per the Geotechnical Engineer's Recommendations (0.4 x bTH (in)) /12(in/ft) Reservoir Layer Permeable Pavement Cross Section Required Entries Calculated Cells Minimum Surface Area Required, AS VBMP (ft3)Permeable Pavement Surface Area Permeable Pavement -Design Procedure BMP ID Legend: Area 'A1' VSL Engineering 1/2/2012 FAA Riverside County Best Management Practice Design Handbook JUNE 2010 Date Enter the Area Tributary to this Feature AT = 0.09 acres Site Location Township 8S Range 3W Section 1 D85 = 0.85 If = 0.78 Use the following equation based on the WEF/ASCE Method C = 0.858If3 -0.78If2 + 0.774If + 0.04 C = 0.57 Vu = 0.49 VBMP (ft3)= VBMP = 160 ft3 Rancho Visa Village Drainage Area Number/Name Calculated Cells Company Name VSL Engineering Santa Margarita Watershed BMP Design Volume, VBMP Legend: Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 1/2/2012 Designed by FAA County/City Case No Company Project Number/Name Notes: (Note this worksheet shall only be used in conjunction with BMP designs from the LID BMP Design Handbook) Calculate the design storage volume of the BMP, VBMP. 12 (in/ft) Calculate VU, the 85% Unit Storage Volume VU= D85 x C VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac) Enter the 85th Percentile, 24-hour Rainfall Depth Sub-Areas A2, A3, A4, & A5 Select the 'Post-Development Surface Cover' from the pull down above Determine the Effective Impervious Fraction Type of post-development surface cover (use pull down menu) Effective Impervious Fraction 85th Percentile, 24-hour Rainfall Depth, from the Isohyetal Map in Handbook Appendix E Riverside County Best Management Practice Design Handbook JUNE 2010 BMP ID SA 'A2 TO A5' Company Name: Date: 1/2/2012 Designed by: County/City Case No.: Enter the area tributary to this feature AT= 0.09 acres Enter VBMP determined from Section 2.1 of this Handbook VBMP= 160 ft3 Depth of Soil Filter Media Layer dS = 1.5 ft Top Width of Bioretention Facility, excluding curb wT = 10.0 ft Total Effective Depth, dE dE = 1.28 ft dE = [(0.3) x dS + (0.4) x 1] + 0.5 dE = 1.35 ft AM = 125 ft2 A= 320 ft2 Minimum Required Length of Bioretention Facility, L L = 12.5 ft z = 4 :1 Diameter of Underdrain 6 inches Longitudinal Slope of Site (3% maximum) 0.5 % 6" Check Dam Spacing 0 feet Describe Vegetation: Notes: Required Entries Minimum Surface Area, Am dE = (0.3) x dS + (0.4) x 1 -(0.7/wT) + 0.5 Type of Bioretention Facility Design VBMP (ft3) AM (ft2) = Proposed Surface Area dE (ft) Bioretention Facility Properties Bioretention Facility -Design Procedure Legend: VSL ENGINEERING FAA Design Volume Calculated Cells Natural Grasses Bioretention Facility Surface Area Side Slopes in Bioretention Facility Side slopes required (parallel to parking spaces or adjacent to walkways) No side slopes required (perpendicular to parking space or Planter Boxes) Riverside County Best Management Practice Design Handbook JUNE 2010 RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT Isohyetal Map for the 85th Percentile 24 hour Storm Event July 2011 Rain Gage Locations PROJECT Water Quality Management Plan (WQMP) Rancho Vista Village 1-14-12 Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS