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Preliminary Water Quality Management Plan
Project Specific Preliminary Water Quality Management Plan For: TTM 33584 – REVISED NO. 1 Located on Mira Loma Drive, North of Rancho Vista Road and east of Ynez Road in the City of Temecula DEVELOPMENT NO. TENTATIVE TRACT 33584 PROJECT NO. Project Address 29601 Mira Loma Drive, Temecula, CA 92592 Prepared for: Mira Loma Recovery, LLC 6430 W. Sunset Blvd., Suite 640 Los Angeles, CA 90028 Telephone: (323) 874-8000 Fax: (323) 874-8800 Prepared by: Joe Castaneda, P.E. JLC Engineering and Consulting, Inc. 36263 Calle de Lobo Murrieta, CA 92562 Telephone: (951) 304-9552 Fax: (951) 304-3568 September 3, 2013 Revised: November 18, 2013 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 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.” November 18, 2013 Engineer’s Signature Date Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 OWNER’S CERTIFICATION This project-specific Water Quality Management Plan (WQMP) has been prepared for: Tentative Tract 33584 This WQMP is intended to comply with the requirements of The City of Temecula for TENTATIVE TRACT 33584 – REVISED NO. 1, which includes the requirement for the preparation and implementation of a project-specific WQMP. The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under The City of Temecula Water Quality Ordinance (Municipal Code Section 8.28.500). 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 Mira Loma Recovery, LLC 6430 W. Sunset Blvd., Suite 640 Los Angeles, CA 90028 Telephone: (323) 874-8000 Fax: (323) 874-8800 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-i Contents Section Page I PROJECT DESCRIPTION A-i II SITE CHARACTERIZATION A-6 III POLLUTANTS OF CONCERN A-8 IV HYDROLOGIC CONDITIONS OF CONCERN A-11 V BEST MANAGEMENT PRACTICES A-11 V.1 Site Design BMPs A-12 V.2 Source Control BMPs A-15 V.3 Treatment Control BMPs A-21 V.4 Equivalent Treatment Control Alternatives A-28 V.5 Regionally-Based Treatment Control BMPs A-28 VI OPERATION AND MAINTENANCE RESPONSIBILITY FOR TREATMENT CONTROL BMPS A-29 VII FUNDING A-35 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDRAULIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS E. SOILS REPORT (IF APPLICABLE) 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 I. FEDERAL/STATE AGENCY APPROVALS Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-1 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. Location of Facilities The proposed project will consist of 6.5 acres of 59 single family residential detached condominium units, park area, porous pavement, asphalt streets, and a filtration basin. The project site was previously a school, and therefore has existing parking area, concrete pads for the previous building locations, concrete sidewalks, grass and vegetation. The project site is roughly bounded by Rancho Vista Road to the south, Mira Loma Drive to the west and north, and Vail Elementary School to the east, as Shown on Figure 1. A vicinity map depicting the project site with respect to identifiable major roadways, geographic features, and landmarks is shown on page 2. Existing Site The existing project site is the location of a former school. The site is now vacant, however, a paved parking area, concrete slabs at the previous building locations, concrete sidewalks, grass and vegetation currently occupy the site. The existing site is approximately 7% impervious. Flows emanating from the project site discharge into an existing stream adjacent to the project site on the easterly side. All existing facilities within the project site will be removed. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-2 Proposed Site The proposed project site will consist of 129,500 sq. ft. of apartments and landscaped area (resulting in an average impervious percentage of 60%), 71,500 sq. ft. of landscaped area, 11,000 sq. ft. of park area, 6,000 sq. ft. of filtration basin area, and 63,000 sq. ft. of street and concrete area (this includes the porous pavement areas). The street area will incorporate areas of porous pavement. A portion of the porous pavement will incorporate reservoirs for water quality treatment and storage. The remaining street area will be a minimum of 50% porous pavement. Location of Activities The activities for this project site will include daily employee activities corresponding to single family detached residential activities, weekly trash pick-up, weekly street sweeping, and routine maintenance for the filtration basin and porous pavement. Tenants and owners for the residential units will be provided with education materials. Material Storage The project site does not incorporate material storage areas. Delivery Areas There are no specific loading or unloading docks or areas designated for the project site. PROJECT SITE Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-3 Waste Generated Waste generated is to be typical of a single family detached condominium development. The primary pollutants of concern can be found in Section III on page 6. Project Owner: Mira Loma Recovery, LLC 6430 W. Sunset Blvd., Suite 640 Los Angeles, CA 90028 Telephone: (323) 874-8000 Fax: (323) 874-8800 WQMP Preparer: Joe Castaneda, P.E. JLC Engineering & Consulting, Inc. 36263 Calle de Lobo Murrieta, CA 92562 Telephone: 951-304-9552 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-4 Project Site Address: 29601 Mira Loma Drive Temecula, CA 92592 Planning Area/ Community Name/ Development Name: Tentative Tract Map 33584 – Revised No. 1 APN Number(s): 944-060-006 Thomas Bros. Map: 959-A6, 2010 Project Watershed: Santa Margarita (HA 902.00) Sub-watershed: Murrieta (HSA 902.51) Project Site Size: 8.65 acres gross; 6.5 acres net (disturbed) Standard Industrial Classification (SIC) Code: N/A Formation of Home Owners’ Association (HOA) or Property Owners Association (POA): No Y N Entity for O&M will be the Homeowner’s Association 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) City of Temecula Grading Permit City of Temecula Building Permit Y N Y N Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-5 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. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-6 II. Site Characterization Land Use Designation or Zoning: Planned Development Overlay – 11 (PDO-11) Medium Density Residential (7-12 D.U./AC.) Current Property Use: Vacant (with existing impervious area – previous school site) Proposed Property Use: Medium Density Residential (7-12 D.U./AC.) 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. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-7 Receiving Waters for Urban Runoff from Site Receiving Waters 303(d) List Impairments Designated Beneficial Uses Proximity to RARE Beneficial Use Long Canyon (HSA 2.32) Pesticides (Chlorpyrifos), Metals (Iron, Manganese), Bacteria & Viruses (Fecal Coliform) MUN, AGR, IND, PROC, REC-2, WARM, WILD NOT A RARE WATERBODY 0.13 miles Murrieta Creek (HSA 2.32) Nutrients (Phosphorus), Pesticides (Toxicity) MUN, AGR, IND, REC-1, REC-2, WARM, COLD, WILD, RARE A RARE WATERBODY 1.97 miles Santa Margarita River – Upper portion (HSA 2.22, 2.21) Nutrients (Phosphorus), Pesticides (Toxicity) MUN, AGR, IND, REC-1, REC-2, WARM, COLD, WILD, RARE A RARE WATERBODY 1.97 miles Santa Margarita River – Lower portion (HSA 2.13, 2.12, 2.11) Bacteria & Viruses (Enterococcus, Fecal Coliform), Nutrients (Phosphorus, Nitrogen) MUN, AGR, IND, PROC, REC-1, REC-2, WARM, COLD, WILD, RARE A RARE WATERBODY 17.1 miles Santa Margarita Lagoon Nutrients (Eutrophic) REC-1, REC-2, EST, WILD, RARE, MAR, MIGR, SPWN A RARE WATERBODY 28.1 miles Pacific Ocean None IND, NAV, REC-1, REC-2, COMM, BIOL, WILD, RARE, MAR, AQUA, MIGR, SPWN, SHELL A RARE WATERBODY 29.1 miles Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-8 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 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 potential pollutants to be generated by the project. Urban Runoff Pollutants: See following page Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-9 Attachment to Section III 1. Addressed in Section II, Receiving Waters Table. 2. Addressed in Section II, Receiving Waters Table. 3. ‘Attached Residential Development’ will be used as the pollutant category for this WQMP. As such, the pollutants associated with attached residential developments are listed below. POLLUTANTS POTENTIAL SOURCE 303 (d) LISTING Potential Not Potential Sediment/Turbidity Landscaped Areas No Nutrients Landscaped Areas Yes Organic Compounds Vehicles No Trash and Debris Homes No Oxygen Demanding Substances Landscaped Areas No Bacteria and Viruses Pets Yes Oil and Grease Vehicles No Pesticides Landscaped Areas and Homes Yes Metals Vehicles Yes Pollutant of Concern: Long Canyon is listed on the 2010 Clean Water Act Section 303(d) List of Water Quality Limited Segments as being impaired for Pesticides (Chlorpyrifos), Bacteria & Viruses (Fecal Coliform), and Metals (Iron, Manganese). Additionally, Murrieta Creek and the Santa Margarita River are listed as being impaired for Nutrients. As such, these pollutants are the Pollutants for Concern for this Project. Legacy Pollutants: Project area currently has parking lot area constructed, and is a vacant school site. The project area did not have a history of uses that implemented the presence of legacy pollutants such as pesticides, nutrients, or hazardous substances in the site’s soil. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-10 Description of Urban Runoff Pollutants of Concern Expected, per above tables: Pathogens – Pathogens (bacteria and viruses) are ubiquitous microorganisms that thrive under certain environmental conditions. Their proliferation is typically caused by the transport of animal or human fecal wastes from the watershed. Water, containing excessive bacteria and viruses can alter the aquatic habitat and create a harmful environment for humans and aquatic life. Also, the decomposition o excess organic waste causes increased growth of undesirable organisms in the water. Nutrients – Nutrients are inorganic substances, such as nitrogen and phosphorus. They commonly exist in the form of mineral salts that are either dissolved or suspended in water. Primary sources of nutrients in Urban Runoff are fertilizers and eroded soils. Excessive discharge of nutrients to water bodies and streams can cause excessive aquatic algae and plant growth. Such excessive production, referred to as cultural eutrophication, may lead to excessive decay of organic matter in the water body, loss of oxygen in the water, release of toxins in sediment, and the eventual death of aquatic organisms. Pesticides – Pesticides (including herbicides) are chemical compounds commonly used to control nuisance growth or prevalence of organisms. Excessive or improper application of a pesticide may result in runoff containing toxic levels of its active ingredient. Sediments – Sediments are soils or other surficial materials eroded and then transported or deposited by the action of wind, water, ice, or gravity. Sediments can increase turbidity, clog fish gills, reduce spawning habitat, lower young aquatic organisms survival rates, smother bottom dwelling organisms, and suppress aquatic vegetation growth. Trash and Debris – Trash (such as paper, plastic, polystyrene packing foam, and aluminum materials) and biodegradable organic matter (such as leaves, grass cuttings, and food waste) are general waste products on the landscape. The presence of trash and debris may have a significant impact on the recreational value of a water body and aquatic habitat. Excess organic matter can create a high biochemical oxygen demand in a stream and thereby lower its water quality. In addition, in areas where stagnant water exists, the presence of excess organic matter can promote septic conditions resulting in the growth of undesirable organisms and the release of odorous and hazardous compounds such as hydrogen sulfide. Oxygen-Demanding Substances – This category includes biodegradable organic material as well as chemicals that react with dissolved oxygen in water to form other compounds. Proteins, carbohydrates, and fats are examples of biodegradable organic compounds such as ammonia and hydrogen sulfide are examples of oxygen-demanding compounds. The oxygen demand of a substance can lead to depletion of dissolved oxygen in a water body and possibly the development of septic conditions. Oil and Grease – Oil and grease are characterized as high-molecular weight organic compounds. Primary sources of oil and grease are petroleum, hydrocarbon products, motor products from leaking vehicles, esters, oils, fats, waxes, and high molecular-weight fatty acids. Introduction of these pollutants to the water bodies are very possible due to the wide uses and applications of some of these products in municipal, residential, commercial, industrial, and construction areas. Elevated oil and grease content can decrease the aesthetic value of the water body, as well as the water quality. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-11 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: This project satisfies Condition C. The project will mitigate for increased runoff. During the preliminary stage, the required volume for storage to mitigate for increased runoff was determined by using the difference in volume between the post-project and pre-project unit hydrograph calculations for the 2-year, 24-hour and 10-year, 24-hour storm durations. The larger delta difference was utilized, and multiplied by a factor of 1.5 to be conservative during the preliminary stages. During final engineering, detailed basin routing calculations will be provided to demonstrate that mitigation for increased runoff is achieved. Area “A” 2 year – 24 hour 10 year – 24 hour Precondition Post-condition*Routed** PreconditionPost-condition*Routed*** Discharge (cfs) 0.34 0.58 N/A 1.92 1.67 N/A Velocity (fps)*** N/A N/A N/A N/A N/A N/A Volume (cubic feet) 9,148 15,682 15,682 24,394 30,492 N/A Duration (minutes) 1465 1450 N/A 1465 1450 N/A * - Post-Project Condition represents the post-project values from Areas A and B combined. ** - Detailed basin routing will be provided during final engineering. *** - Velocities for the post-project condition will not exceed pre-project conditions. Adequate velocity dissipators or riprap will be provided to ensure there are no increases in velocities. **** - Routing is not required for the 10-year, 24-hour storm duration as the post-project condition flow rates are lower than the pre-project flow rates. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-12 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. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-13 Table 1. Site Design BMPs Included Design Concept Technique Specific BMP Yes No N/A Si t e D e s i g n C o n c e p t 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) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-14 Table 1. Site Design BMPs (Cont.) Included Design Concept Technique Specific BMP Yes No N/A Si t e D e s i g n C o n c e p t 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. 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). Si t e D e s i g n C o n c e p t 3 Conserve Natural Areas 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) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-15 Table 1. Site Design BMPs (Cont.) Included Design Concept Technique Specific BMP Yes No N/A Si t e D e s i g n C o n c e p t 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: Conserve natural areas. – N/A o The project site is a vacant school site, therefore the project does not incorporate natural areas. Rural swale system: street sheet flows to vegetated swale or gravel shoulder, curbs at street corners, culverts under driveways and street crossings. – N/A o The proposed project is not a rural development, and incorporates curb and gutter within the streets. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-16 Where landscaping is proposed in parking areas, incorporate landscape areas into the drainage design. – N/A o The landscaping areas within the parking lot have previously been constructed. This project will not be constructing additional landscaped areas within the parking areas Project Site Design BMPs: Site Design Concept #1 Minimize Urban Runoff Maximize the permeable area – YES o The proposed project will utilize the minimum amount of impervious area required for the project site, and will incorporate significant porous pavement area. Incorporate landscaped buffer areas between sidewalks and streets. – YES o The project will incorporate landscaped areas between the residential units 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 – YES o The proposed project will incorporate drought tolerant trees within the landscaped areas, where feasible. Use natural drainage systems. – YES o The project site discharges into the adjacent natural stream. Where soil conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration – YES o The proposed project incorporates a filtration basin and porous pavement, which utilize perforated piping. Construct onsite ponding areas or retention facilities to increase opportunities for infiltration consistent with vector control objectives – YES o The proposed project incorporates a filtration basin that promotes onsite retention. Other comparable and equally effective site design concepts as approved by the Co-Permittee – YES o The proposed project will utilize the effectiveness of filtration within the project site to treat flows and mitigate for HCOCs prior to discharging into the adjacent natural stream. Site Design Concept #2 Minimize Impervious Footprint Maximize the permeable area – YES o The proposed project will utilize the minimum amount of impervious area required for the project site, and will incorporate significant porous pavement area. 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 – YES Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-17 o The project site will incorporate significant porous pavement areas within the in-tract streets, which will be utilized for water quality treatment and to implement Low Impact Development (LID) principles. 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. – YES o Sidewalks will be constructed per the City of Temecula standards. Reduce widths of street where off-site parking is available. – YES o The in-tract streets will be reduced to the minimum widths allowable by the City of Temecula. Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design – YES o The proposed project does not incorporate decorative concrete. Other comparable and equally effective site design concepts as approved by the Co-Permittee – YES o The proposed project will utilize the effectiveness of filtration within the project site to treat flows and mitigate for HCOCs prior to discharging into the adjacent natural stream. Site Design Concept #3 Maximize canopy interception and water conservation by preserving existing native trees and shrubs , and planting additional native or drought tolerant trees and large shrubs – YES o The proposed project will incorporate drought tolerant trees within the landscaped areas, where feasible. Use natural drainage systems. – YES o The project site discharges into the adjacent natural stream. Other comparable and equally effective site design concepts as approved by the Co-Permittee – YES o The proposed project will utilize the effectiveness of filtration within the project site to treat flows and mitigate for HCOCs prior to discharging into the adjacent natural stream. 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 – YES o The roof runoff will drain into adjacent landscaping where feasible. Where landscaping is proposed, drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping. – YES o The project will incorporate an adjacent landscaped buffer in which impervious areas will drain to, where feasible. Increase the use of vegetated drainage swales in lieu of underground piping or imperviously lined swales – NO o The project does not include vegetated swales. Urban curb/swale system: street slopes to curb; periodic swale inlets drain to vegetated swale/biofilter. – YES Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-18 o The project will discharge into porous pavers prior and then a Vegetated Detention basin to discharging into the adjacent vegetated stream. 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. – YES o The project will discharge into porous pavers prior and then a Vegetated Detention basin to discharging into the adjacent vegetated stream. 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. – YES o The project incorporates a significant amount of porous pavement area within the in-tract streets. 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. – YES o Guest parking located along B Street will be paved with porous pavement. Overflow parking (parking stalls provided in excess of the Co-Permittee’s minimum parking requirements) may be constructed with permeable paving. – YES o Guest parking and a significant portion of the in-tract streets will be paved with porous pavement. Other comparable and equally effective site design concepts as approved by the Co-Permittee – YES o The proposed project will utilize the effectiveness of filtration within the project site to treat flows and mitigate for HCOCs prior to discharging into the adjacent natural stream. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-19 V.2 SOURCE CONTROL BMPS Instructions: Complete Table 2. Table 2. Source Control BMPs BMP Name Check One If not applicable, state brief reason Included Not Applicable Non-Structural Source Control BMPs Education for Property Owners, Operators, Tenants, Occupants, or Employees Activity Restrictions Irrigation System and Landscape Maintenance Common Area Litter Control Street Sweeping Private Streets and Parking Lots Drainage Facility Inspection and Maintenance Structural Source Control BMPs MS4 Stenciling and Signage N/A for project development Landscape and Irrigation System Design Protect Slopes and Channels Provide Community Car Wash Racks N/A for project development Properly Design: Fueling Areas N/A for project development Air/Water Supply Area Drainage N/A for project development Trash Storage Areas Loading Docks N/A for project development Maintenance Bays N/A for project development Vehicle and Equipment Wash Areas N/A for project development Outdoor Material Storage Areas N/A for project development Outdoor Work Areas or Processing Areas N/A for project development Provide Wash Water Controls for Food Preparation Areas N/A for project development Non-Structural Source Control BMP’s Non-Structural Source Control BMP’s Education for Property Owners, Tenants, and Occupants – YES o The tenants and owners of the residential units will be provided with copies of the education materials. Annually, the representatives of the Homeowner’s Association, their employees, landscapers, and other parties responsible for proper functioning of the BMPs will receive verbal and written training regarding the function of the BMPs. Activity Restrictions – YES o Activity restrictions will be enforced. These restrictions include: ▫ Prohibit blowing debris into the filtration basin and porous pavement ▫ Prohibit dumping of oils into the parking areas and streets ▫ Prohibit discharges of paint or masonry wastes to parking areas. Irrigation System and Landscape Maintenance - YES o Irrigation System and Landscape Maintenance will be provided by a private contractor. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-20 Common Area Litter Control – YES o Common Area Litter Control will be provided. Street Sweeping Private Streets and Parking Lots – YES o Street sweeping will be provided for the parking area by a private contractor. Drainage Facility Inspection and Maintenance - YES o The filtration basin and porous pavement will be inspected and maintained by the Homeowner’s Association. Structural Source Control BMP’s Structural Source Control BMP’s MS4 Stenciling and Signage - NO o The project does not drain to an MS4 facility. Landscape and Irrigation System Design - YES o Landscaping and associated irrigation will incorporate drought tolerant pans and trees, and drip systems. Protect Slopes and Channels – YES o The slopes of the filtration basin will be properly maintained by the Homeowner’s Association. Appendix D will include copies of the educational materials that will be used in implementing this project- specific WQMP during final engineering. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-21 Attachment to Section V.2 ACTIVITY SPECIFIC FREQUENCY RESPONSIBLE PARTY Non-Structural Source Controls Education Provided upon project completion and annually thereafter Homeowner’s Association Activity Restrictions Daily Homeowner’s Association Common Area Landscape Maintenance Bi-weekly Homeowner’s Association Litter Control in Common Areas Weekly Homeowner’s Association Street Sweeping Private Streets and Parking Areas Monthly Homeowner’s Association Private Drainage Inspection and Maintenance Monthly Homeowner’s Association Structural Source Controls Stenciling and Signage N/A N/A Irrigation System Maintenance Bi-weekly Homeowner’s Association Slopes and Channels Bi-annually Homeowner’s Association Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-22 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. The proposed project will incorporate porous pavement and a filtration basin to treat for water quality purposes and mitigate for increased runoff. Porous pavement will be constructed within a significant amount of the street area, however, only portions of the porous pavement will incorporate reservoir areas and be utilized for water quality treatment. The low point within B street will incorporate a reservoir area, and the low point, in addition to approximately 380 feet of A Street will incorporate reservoir area. The reservoir area within A Street will be utilized for water quality treatment and for mitigation of increased runoff. Since the reservoir area with A Street does not have sufficient volume to store the entire volume required to mitigate for increased runoff, the remaining volume will be mitigated within the proposed filtration basin between lots 33 and 34 along A Street. All flows will then discharge into the natural stream adjacent to the project site. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-23 The required water quality volume was determined using the Santa Margarita Watershed Design Volume Spreadsheets. The weighted effective impervious fraction was calculated by using the impervious fraction from the rational method calculations. It was assumed that the impervious area for the project site was roof, concrete and asphalt, therefore having an impervious fraction of 1.0. The remaining pervious area from the rational method calculations was assumed to be landscaping and porous pavement, which both have an impervious fraction of 0.1. The following table summarizes the calculations: Water Quality Area A1 Tributary Rational Method Area(s) Area (AC) Impervious Fraction from Hydrology Corresponding Area Effective Impervious Fraction Pervious Area Effective Impervious Fraction A1 2.7 0.34 0.92 1.0 1.78 0.1 A2 2.1 0.53 1.11 1.0 0.99 0.1 Weighted Effective Impervious Fraction 0.41 Water Quality Area A2 Tributary Rational Method Area(s) Area (AC) Impervious Fraction from Hydrology Corresponding Area Effective Impervious Fraction Pervious Area Effective Impervious Fraction A3 1.3 0.38 0.49 1.0 0.81 0.1 Weighted Effective Impervious Fraction 0.44 The weighted effective impervious fractions were utilized in the Design Volume Spreadsheets, resulting in a required water quality volume of 5,053 ft3 for Water Quality Area A1 and 1,416 ft3 for Water Quality Area A2. The required mitigation volume was determined by taking the difference between the pre-project and post-project unit hydrograph volumes for both storm durations (the 2-year, 24-hour and 10- year, 24-hour). The larger delta difference was then utilized as the required mitigation storage volume. Since this is a preliminary study, without detailed basin routing calculations, the required mitigation volume was multiplied by a factor of 1.5 in order to ensure that the basins design volume will be sufficient for mitigation and to provide 1 foot of freeboard within the basin. The pre-project flow rates for the entire 8.9 acres are 0.34 ft3/s and 1.92 ft3/s for the 2-year, 24-hour and 10-year, 24-hour storm durations, respectively. The pre-project volumes are 0.21 ac-ft and 0.56 ac-ft for the 2-year, 24-hour and 10-year, 24-hour storm durations, respectively. nThe following table summarizes post-project flow rates and volumes: Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-24 Post-Project Unit Hydrograph Results 2-Year, 24-Hour 10-Year, 24-Hour Area Area (AC) Flow Rate Volume Flow Rate Volume A 6.5 0.52 ft3/s 0.32 ac-ft 1.08 ft3/s 0.55 ac-ft B 2.4 0.06 ft3/s 0.04 ac-ft 0.59 ft3/s 0.15 ac-ft Post-Project Unit Hydrograph Totals 2-Year, 24-Hour 10-Year, 24-Hour Area (AC) Flow Rate Volume Flow Rate Volume Totals 8.9 0.58 ft3/s 0.36 ac-ft 1.67 ft3/s 0.70 ac-ft Post-Project – Pre-Project Volume Differences Post-Project – Pre-Project Post-Project – Pre-Project 2-yr, 24-hr 10-yr, 24-hr 2-yr, 24-hr w/ Safety Factor 10-yr, 24-hr w/ Safety Factor 0.15 ac-ft 0.14 ac-ft 0.23 ac-ft 0.21 ac-ft The volume required to be stored in order to mitigate for increased runoff is 0.23 ac-ft (10,019 ft3). This volume will be stored within the filtration basin. It should be noted that the 10-year, 24-hour storm duration does not require mitigation for increased runoff since the pre-project flow rate is 1.92 ft3/s and the post-project flow rate is 1.67 ft3/s. Therefore, only the 2-year, 24-hour storm duration will be routed during final engineering. The porous pavement reservoir within B Street will be 2’ deep, requiring a minimum surface area of 1,770 ft2 (which includes a 40% void ratio to account for the gravel within the reservoir). There is sufficient area with B Street at the low point to provide this required area. During the preliminary stage, the proposed surface area for the porous pavement area within B Street is 2,838 ft2. The surface area for the porous pavement within A Street will be 12,255 ft2 and will incorporate a 2’ deep reservoir. Accounting for the 40% voids within the gravel in the reservoir layer, the resulting allowable storage volume is 12,255 ft3 (12,255 ft2 × 2 ft × 0.40 = 9,804 ft3). Since the total volume tributary to this area for treatment and mitigation will be the water quality volume for Water Quality Area A1 (5,053 ft3) and the total volume required for mitigation of increased runoff for the onsite area (10,019 ft3), which totals 15,071 ft3. The remaining volume to be stored within the filtration basin will be 5,268 ft3 (0.12 ac-ft). The storage volume within the basin is 0.33 ac-ft, using 2 to 1 side slopes and 4 feet deep. Detailed basin routing will be performed during final engineering. The park area located adjacent to Mira Loma Drive will be self-treating. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-25 The design worksheets have been included in Appendix F. Details for the filtration basins have been included in Appendix B. Wa t e r Q u a l i t y M a n a g e m e n t P l a n ( W Q M P ) Te n t a t i v e T r a c t 3 3 5 8 4 – R e v i s e d N o . 1 No v e m b e r 1 8 , 2 0 1 3 A-26 Ta b l e 3 : T r e a t m e n t C o n t r o l B M P S e l e c t i o n M a t r i x Po l l u t a n t o f C o n c e r n Tr e a t m e n t C o n t r o l B M P C a t e g o r i e s (9 ) Ve g . S w a l e /V e g . F i l t e r St r i p s (2 ) De t e n t i o n Ba s i n s (3 ) * In f i l t r a t i o n B a s i n s & Tr e n c h e s / P o r o u s Pa v e m e n t (4 ) ( 1 0 ) We t P o n d s or We t l a n d s (5 ) Sa n d F i l t e r or Fi l t r a t i o n (6 ) Wa t e r Qu a l i t y In l e t s Hy d r o d y n a m i c Se p a r a t o r Sy s t e m s (7) Manufactured / Proprietary Devices(8) Se d i m e n t / T u r b i d i t y H/ M M H / M H / M H / M L H/M (L f o r t u r b i d i t y ) U Y N Nu t r i e n t s L M H / M H / M L / M L L U Y N Or g a n i c C o m p o u n d s U U U U H / M L L U Y N Tr a s h & D e b r i s L M U U H / M M H / M U Y N Ox y g e n D e m a n d i n g S u b s t a n c e s L M H / M H / M H / M L L U Y N Ba c t e r i a & V i r u s e s U U H / M U H / M L L U Y N Oi l s & G r e a s e H/ M M U U H / M M L / M U Y N Pe s t i c i d e s ( n o n - s o i l b o u n d ) U U U U U L L U Y N Me t a l s H/ M M H H H L L U Y N * N o t e – T h e C a l i f o r n i a S t o r m w a t e r B M P H a n d b o o k f o r N e w D e v e l o p m en t a n d R e d e v e l o p m e n t r a t e t h e re m o v a l e f f e c t i v e n e s s f o r O r g a n ic Co m p o u n d s a s M e d i u m a n d B a c t e r i a a n d V i r u s e s a s M e d u i m . Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-27 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) Includes grass swales, grass strips, wetland vegetation swales, and bioretention. (3) 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. (4) Includes infiltration basins, infiltration trenches, and porous pavements. (5) Includes permanent pool wet ponds and constructed wetlands. (6) Includes sand filters and media filters. (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. (9) Project proponents should base BMP designs on the Riverside County Stormwater Quality Best Management Practice Design Handbook. However, project proponents 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. (10) 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. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-28 V.4 EQUIVALENT TREATMENT CONTROL ALTERNATIVES Not Applicable V.5 REGIONALLY-BASED TREATMENT CONTROL BMPS Not Applicable Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-29 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 (O&M) requirements for all structural Source Control and Treatment Control BMPs shall be performed as follows: Filtration Basins Regular inspection and maintenance is critical to the effective operation of a Vegetated Detention as designed. It is the responsibility of the homeowner’s association to maintain all stormwater BMPs in accordance with the minimum design standards and other guidance provided herein: 1. Inspect Vegetated Detentions semi-annually for standing water, sediment, trash and debris to identify potential problems. 2. Remove accumulated trash and debris in the basin, from the riser pipe, and the filter bed during routine inspections. 3. Inspect the facility once during the wet season after a large rain event to determine whether the facility is draining completely within 72 hours. 4. Remove top 50 mm (2 in) of sand and dispose of sediment if facility drain time exceeds 72 hours. Restore media depth to 450 mm (18 in) when overall media depth drops to 300 mm (12 in). Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-30 5. Remove accumulated sediment in the basin every 10 years or when the sediment occupies more than 10% of the basin volume, whichever is less. Additional maintenance guidelines are as follows: Schedule Inspection and Maintenance Activity Semi-monthly including just before the annual storm season and following rainfall events Routine maintenance and inspection Remove debris and litter from the entire basin to minimize filter clogging and to improve aesthetics Check for obvious problems especially filter clogging and signs of long term ponding. Repair as needed. Address odor, insects, and overgrowth issues associated with stagnant or standing water in the basin bottom. There should be no long-term ponding water. Check for erosion and sediment laden areas in the basin. Repair as needed. Clean forebay if needed. Revegetate side slopes where needed. Annually. If possible, schedule these inspections within 72 hours after a significant rainfall. Inspection of hydraulic and structural facilities. Examine the overflow outlet for clogging and damage to any structural element. Check side slopes and embankments for erosion, slumping and overgrowth. Inspect the sand media at the filter drain to verify it is allowing acceptable infiltration. Scarify the top 3 inches by raking the Vegetated Detention drain’s sand surface annually. Check the filter drain underdrains for damage or clogging. Repair as needed. Repair basin inlets and outlets whenever damage is discovered. No water should be present 72 hours after an event. No long term standing water should be present at all. No algae formation should be visible. Correct problem as needed. Every 5 years or sooner depending on the observed drain times (no more than 72 hours to empty basin). Remove the top 3 inches of sand from the filter drain and backfill with 3 inches of new sand to return the sand layer to its original depth. When scarification or removal of the top 3 inches of sand is no longer effective, remove and replace Vegetated Detention layer. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-31 Inspection and Maintenance Checklist Date: _____________________________ Work Order # ________________ Type of Inspection: □ post-storm □ annual □ routine □post-wet season □ pre-wet season Facility: ____________________________ Inspector(s):________________________ Defect Conditions When Maintenance is Needed Inspection Result (0, 1, 2)† Date Maintenance Performed Comments or Actions Taken to Resolve Issue Sediment Accumulation on top layer Sediment depth exceeds ½ inch. Trash and Debris Accumulation Trash and debris accumulated on Vegetated Detention bed. Soil Media Drawdown of water through the Vegetated Detention takes longer than 72 hours, and/or flow through overflow pipes occurs frequently. Prolonged Flows Sand is saturated for prolonged periods of time (several weeks) and does not dry out between storms due to continuous base flow or prolonged flows from detention facilities. Short Circuiting When flows become concentrated over one section of the Vegetated Detention rather than dispersed. Erosion Damage to Slopes Erosion over 2-inches deep where cause of damage is prevalent or potential for continued erosion is evident. Damaged Pipes Any part of the piping that is crushed or deformed more than 20% or any other failure to the piping. †Maintenance: Enter 0 if satisfactory, 1 if maintenance is needed and include WO#. Enter 2 if maintenance was performed the same day. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-32 Porous Pavement Operation and Maintenance General Maintenance The primary goal of porous pavement maintenance is to prevent the pavement surface and/or the underlying filtration bed from being clogged with fine sediments. To keep the system clean throughout the year and prolong its lifespan, the pavement surface should be vacuumed biannually with a commercial cleaning unit. All inlet structures within or draining to the filtration beds should also be cleaned out on a biannual basis. Planted areas adjacent to porous pavement should be well maintained to prevent soil washout onto the pavement. If any washout does occur it should be cleaned off the pavement immediately to prevent further clogging of the pores. Furthermore, if any bare spots or eroded areas are observed within the planted areas, they should be replanted and/or stabilized at once. Planted areas should be inspected on a semi-annual basis. All trash and other litter that is observed during these inspections should be removed. Superficial dirt does not necessarily clog the pavement voids. However, dirt that is ground in repeatedly by tires can lead to clogging. Therefore, trucks or other heavy vehicles should be prevented from tracking or spilling dirt onto the pavement. Furthermore, all construction or hazardous materials carriers should be prohibited from entering a porous pavement lot. Descriptive signage is recommended to maintain institutional memory of porous pavement. Vacuuming It is recommended that vacuuming of porous pavement with a vacuum sweeper on a biannual basis. Acceptable types of vacuum sweepers include the Elgin Whirlwind and the Allianz Model 650. Though much less effective than “pure” vacuum sweepers, regenerative air sweepers, such as the Tymco Model 210, Schwarze 348, Victory, and others, are sometimes used. These units contain a blower system that generates a high velocity air column, which forces the air against the pavement at an angle, creating a 'peeling’ or 'knifing' effect. The high volume air blast loosens the debris from the pavement surface, then transports it across the width of the sweeping head and lifts it into the containment hopper via a suction tube. Thus, sediment and debris are loosened from the pavement and sucked into the unit. (Note: simple broom sweepers are not recommended for porous pavement maintenance.) If the pavement surface has become significantly clogged such that routine vacuum sweeping does not restore permeability, then a more intensive level of treatment may be required. Recent studies have revealed the usefulness of washing porous pavements with clean, low pressure water, followed by immediate vacuuming. Combinations of washing and vacuuming techniques have proved effective in cleaning both organic clogging as well as sandy clogging. Research in Florida found that a “power head cone nozzle” that “concentrated the water in a narrowly rotating cone” worked best. (Note: if the pressure of the washing nozzle is too great, contaminants may be driven further into the porous surface.) Maintenance crews are encouraged to determine the most effective strategy of cleaning their porous installations. For smaller installations, such as sidewalks, plazas, or small parking lots, “walk behind” vacuum units may prove most effective. Though these units can be loud and somewhat messy to the operator due to the lack of dust suppression, they are also relatively easy to operate and inexpensive. Examples of acceptable “walk behind” units include the Billy Goat models, the 5700 industrial-strength Scrubber by Tennant, and the sidewalk class vacuum sweepers made by Nilfisk, Advance and Hako. If “walk behind” units are used, it is recommended that the scrub pressure be kept relatively low. The dirtiest areas may need to be power washed after scrubbing to get out the dirt that has been deeply ground in. Repairs Potholes in the porous pavement are extremely unlikely, though settling might occur if a soft spot in the subgrade is not removed during construction. For damaged areas of less than 50 square feet, a declivity could be Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-33 patched by any means suitable with standard pavement, with the loss of porosity of that area being insignificant. The declivity can also be filled with porous mix. If an area greater than 50 SF is in need of repair, approval of patch type must be sought from either the engineer or owner. Under no circumstance is the pavement surface to ever be seal coated. Any required repair of drainage structures should be done promptly to ensure continued proper functioning of the system. With minimal maintenance, porous bituminous asphalt can function effectively for well over 20 years. However, in the event that maintenance of the porous pavement is neglected and it becomes clogged over time, the homeowner’s association shall vacuum the lot until the original permeability is restored. (If the original permeability of the lot cannot be restored, the pavement should be removed and replaced with a new porous mix.) Recent research has shown that one of the most effective ways of restoring porous pavement is applying a pressurized dose of a non-toxic detergent cleaning solution, allowing adequate soak time, and then vacuuming with a high performance unit (Elgin Whirlwind and the Allianz Model 650). Once again, it is important to note that high pressure washing may drive contaminants further into the porous surface and even into the underlying aggregate. It is therefore recommended that, prior to vacuum sweeping, a low performance pressure washer is used to get the solution to break the surface tension and reach into the pores. Regular Inspection and Maintenance Guidance for Porous Pavements Regular inspection and maintenance is critical to the effective operation of porous pavement. It is the responsibility of the owner to maintain the pavement in accordance with the minimum design standards. This page provides guidance on maintenance activities that are typically required for these systems, along with the suggested frequency for each activity. Individual systems may have more, or less, frequent maintenance needs, depending on a variety of factors including the occurrence of large storm events, seasonal changes, and traffic conditions. Inspection Activities Visual inspections are an integral part of system maintenance. This includes monitoring pavement to ensure water drainage, debris accumulation, and surface deterioration. Activity Frequency Check for standing water on the surface of the pavement after a storm event. If standing water remains within 30 minutes after rainfall had ended, cleaning of porous pavement is recommended. 2 to 4 times per year, more frequently for high use sites or sites with higher potential for run on. Vacuum sweeper shall be used regularly to remove sediment and organic debris on the pavement surface. The sweeper may be fitted with water jets. Pavement vacuuming should occur during spring cleanup following the last snow event to remove accumulated debris, at minimum. Pavement vacuuming should occur during fall cleanup to remove dead leaves, at a minimum. Power washing can be an effective tool for cleaning clogged areas. This should occur at mid pressure typically less than 500 psi and at an angle of 30 degrees or less. Check for debris accumulating on pavement, especially debris buildup in water. For loose debris, a power/leaf blower or gutter broom can be used to remove leaves and trash. Check for damage to porous pavements from non-design loads. Damaged areas may be repaired by use of infrared heating and rerolling of pavement. Typical costs may be 2,000/day for approximately 500 feet of trench. Maintenance Cleaning Activities Routine Preventative cleaning is more effective than corrective cleaning. Activity Frequency Controlling run-on and debris tracking is key to extending the life of porous surfaces. Erosion and sedimentation control of adjacent areas is crucial. Vacuuming adjacent non porous asphalt can be effective at minimizing run-on. Whenever vacuuming adjacent porous pavements Do not store materials such as sand/salt, mulch, soil, yard waste and other stock piles on porous surfaces. As Needed Stockpiles snow areas on porous pavements will require additional maintenance and vacuuming. Damage can occur to porous pavement from non-design loads. Precautions such as clearance bars, signage, tight turn radius, high curbs, and video surveillance may be required where there is a risk of non-design loads. Posting signage is recommended indicating presence of porous pavement. Signage should display limitation of design load (i.e. passenger vehicles only, light truck traffic, etc. as per pavement durability rating). Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-34 CHECKLIST FOR INSPECTION OF POROUS PAVEMENTS Location: Inspector: Date: Time: Site Conditions: Date Since Last Rain Event: Inspection Items Satisfactory (S) or Unsatisfactory (U) Comments/Corrective Action 1. Debris Cleanup (2-4 times a year minimum, Spring & Fall) Clean porous pavement to remove sediment and organic debris on the pavement surface via vacuum street sweeper. S U Adjacent non porous pavement vacuumed S U 2. Controlling Run-On (2-4 times a year) Adjacent vegetated areas show no signs of erosion and run-on to porous pavement S U 3. Outlet (2 times a year, After large storm events) No evidence of blockage S U Good condition, no need for cleaning/repair S U 4. Poorly Drained Pavement (2-4 times a year) Pavement has been pressure washed and vacuumed S U 5. Pavement Condition (2-4 times a year minimum, Spring & Fall) No evidence of deterioration S U No cuts from utilities visible S U No evidence of improper design load applied S U 6. Signage / Stockpiling (As Needed) Proper signage posted indicating usage for traffic load S U No stockpiling of materials and no seal coating S U Corrective Action Needed Due Date 1. 2. 3. 4. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-35 Attachment to Section VI LONG TERM MAINTENANC RESPONSIBILITIES In the long-term there will be one party responsible for the operation and maintenance of the BMP facility. The homeowner’s association will be responsible for the long-term maintenance of the post construction BMPs including education, common area maintenance practices, and Vegetated Detention basin maintenance. Structural BMPs Quantity Capital Cost ($) Annual O&M Costs ($) Start-Up Dates O&M Frequency (weekly /monthly/ quarterly) Responsible Funding Party for installation Responsible Funding Party for Long-Term O&M Vegetated Detention Basin 1 $13,312* $500 Prior to Occupancy See O&M above Mira Loma Recovery, LLC Homeowner’s Association Porous Pavers 2 $24,385 $500 Prior to Occupancy See O&M above Mira Loma Recovery, LLC Homeowner’s Association *NOTE: Capital cost based on $3.00 - $6.00 per cubic foot, which was obtained from the EPA (http://water.epa.gov/scitech/wastetech/guide/stormwater/upload/2006_10_31_guide_stormwater_usw_d.pdf). In order to determine the volume of the Vegetated Detentions, the bottom area for the basin was multiplied by 1.5 feet deep, and the total volume was multiplied by $6.00 (to be conservative). **NOTE: Capital cost based on $0.50 to $1.00 per square foot, which was obtained from the EPA (http://cfpub.epa.gov/npdes/stormwater/menuofbmps/index.cfm?action=browse&Rbutton=detail&bmp=135). The lower value of $0.50 per square foot was used for the 18,584 square feet of porous pavers with no reservoir and the higher value of $1.00 per square foot was used for the 15,093 square feet of porous pavers with reservoir. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 A-36 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, or its assignee, will be responsible for funding. Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Attachment to Section VII. FUNDING CERTIFICATION A source of funding is required for all site design, source control, and treatment BMPs. For this project, the owner will fund the installation, and operation and maintenance of all BMPs set forth in this WQMP until the project is transferred to a new owner. Each owner shall record this WQMP with the County of Riverside as an attachment to the title of the property in order to transfer the O&M responsibilities to each new owner. Where the owner requires a lessee or other party to install, and operate and maintain the BMPs, the owner will maintain ultimate funding responsibilities, and will, upon default of the lessee or other party to fulfill these responsibilities, shall cause the same to be performed at the owner’s expense. Nothing in this WQMP shall prevent the owner from pursuing cost recovery from any lessee or other party responsible for the BMPs, or from pursuing rememdies for the default of responsibilities as provided by the lease contract and law. The owner for Tentative Tract Map 33584 will be responsible for the installation, and operation and maintenance of all BMPs until such time that the site is transferred to a new owner. _____________________________________ __________________________________ Owner or Company Official’s Signature Date _____________________________________ __________________________________ Owner or Company Official’s Printed Name Owner or Company Official’s Title/Position Company Name Company Address Phone Number Fax Number Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Appendix A Conditions of Approval Planning Commission Resolution TBD Dated TBD Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Appendix B Vicinity Map, WQMP Site Plan, and Receiving Waters Map Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Figure 1: Vicinity Map 36 2 6 3 C A L L E D E L O B O MU R R I E T A , C A 9 2 5 6 2 PH . 9 5 1 . 3 0 4 . 9 5 5 2 F A X 9 5 1 . 3 0 4 . 3 5 6 8 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Figure 2: Receiving Waters Map 36 2 6 3 C A L L E D E L O B O MU R R I E T A , C A 9 2 5 6 2 PH . 9 5 1 . 3 0 4 . 9 5 5 2 F A X 9 5 1 . 3 0 4 . 3 5 6 8 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Figure 3: Site Plan 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Figure 4: Pre-Project Cover Map 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Figure 5: Post-Project Cover Map 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Appendix C Supporting Detail Related to Hydraulic Conditions of Concern Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Area “A” Pre-Project Condition Unit Hydrograph Analysis 2-Year, 24-Hour Storm Duration 1 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 09/10/13 File: ARA242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH PRE-PROJECT CONDITION FN: ARA -------------------------------------------------------------------- Drainage Area = 8.90(Ac.) = 0.014 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 8.90(Ac.) = 0.014 Sq. Mi. Length along longest watercourse = 1365.00(Ft.) Length along longest watercourse measured to centroid = 404.00(Ft.) Length along longest watercourse = 0.259 Mi. Length along longest watercourse measured to centroid = 0.077 Mi. Difference in elevation = 42.00(Ft.) Slope along watercourse = 162.4615 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.062 Hr. Lag time = 3.70 Min. 25% of lag time = 0.92 Min. 40% of lag time = 1.48 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] 8.90 1.80 16.02 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 8.90 5.00 44.50 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(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 % 8.900 78.70 0.069 Total Area Entered = 8.90(Ac.) 2 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.7 61.4 0.454 0.069 0.426 1.000 0.426 Sum (F) = 0.426 Area averaged mean soil loss (F) (In/Hr) = 0.426 Minimum soil loss rate ((In/Hr)) = 0.213 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.845 --------------------------------------------------------------------- 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 0.083 135.193 29.420 2.639 2 0.167 270.387 48.004 4.306 3 0.250 405.580 12.131 1.088 4 0.333 540.773 5.377 0.482 5 0.417 675.967 2.923 0.262 6 0.500 811.160 2.146 0.192 Sum = 100.000 Sum= 8.970 ----------------------------------------------------------------------- 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 ( 0.756) 0.012 0.002 2 0.17 0.07 0.014 ( 0.753) 0.012 0.002 3 0.25 0.07 0.014 ( 0.750) 0.012 0.002 4 0.33 0.10 0.022 ( 0.747) 0.018 0.003 5 0.42 0.10 0.022 ( 0.744) 0.018 0.003 6 0.50 0.10 0.022 ( 0.741) 0.018 0.003 7 0.58 0.10 0.022 ( 0.738) 0.018 0.003 8 0.67 0.10 0.022 ( 0.735) 0.018 0.003 9 0.75 0.10 0.022 ( 0.732) 0.018 0.003 10 0.83 0.13 0.029 ( 0.729) 0.024 0.004 11 0.92 0.13 0.029 ( 0.727) 0.024 0.004 12 1.00 0.13 0.029 ( 0.724) 0.024 0.004 13 1.08 0.10 0.022 ( 0.721) 0.018 0.003 14 1.17 0.10 0.022 ( 0.718) 0.018 0.003 15 1.25 0.10 0.022 ( 0.715) 0.018 0.003 16 1.33 0.10 0.022 ( 0.712) 0.018 0.003 17 1.42 0.10 0.022 ( 0.710) 0.018 0.003 18 1.50 0.10 0.022 ( 0.707) 0.018 0.003 19 1.58 0.10 0.022 ( 0.704) 0.018 0.003 20 1.67 0.10 0.022 ( 0.701) 0.018 0.003 21 1.75 0.10 0.022 ( 0.698) 0.018 0.003 22 1.83 0.13 0.029 ( 0.695) 0.024 0.004 23 1.92 0.13 0.029 ( 0.693) 0.024 0.004 24 2.00 0.13 0.029 ( 0.690) 0.024 0.004 25 2.08 0.13 0.029 ( 0.687) 0.024 0.004 26 2.17 0.13 0.029 ( 0.684) 0.024 0.004 27 2.25 0.13 0.029 ( 0.681) 0.024 0.004 28 2.33 0.13 0.029 ( 0.679) 0.024 0.004 29 2.42 0.13 0.029 ( 0.676) 0.024 0.004 30 2.50 0.13 0.029 ( 0.673) 0.024 0.004 31 2.58 0.17 0.036 ( 0.670) 0.030 0.006 32 2.67 0.17 0.036 ( 0.668) 0.030 0.006 33 2.75 0.17 0.036 ( 0.665) 0.030 0.006 34 2.83 0.17 0.036 ( 0.662) 0.030 0.006 35 2.92 0.17 0.036 ( 0.659) 0.030 0.006 36 3.00 0.17 0.036 ( 0.657) 0.030 0.006 3 37 3.08 0.17 0.036 ( 0.654) 0.030 0.006 38 3.17 0.17 0.036 ( 0.651) 0.030 0.006 39 3.25 0.17 0.036 ( 0.649) 0.030 0.006 40 3.33 0.17 0.036 ( 0.646) 0.030 0.006 41 3.42 0.17 0.036 ( 0.643) 0.030 0.006 42 3.50 0.17 0.036 ( 0.640) 0.030 0.006 43 3.58 0.17 0.036 ( 0.638) 0.030 0.006 44 3.67 0.17 0.036 ( 0.635) 0.030 0.006 45 3.75 0.17 0.036 ( 0.632) 0.030 0.006 46 3.83 0.20 0.043 ( 0.630) 0.036 0.007 47 3.92 0.20 0.043 ( 0.627) 0.036 0.007 48 4.00 0.20 0.043 ( 0.624) 0.036 0.007 49 4.08 0.20 0.043 ( 0.622) 0.036 0.007 50 4.17 0.20 0.043 ( 0.619) 0.036 0.007 51 4.25 0.20 0.043 ( 0.617) 0.036 0.007 52 4.33 0.23 0.050 ( 0.614) 0.043 0.008 53 4.42 0.23 0.050 ( 0.611) 0.043 0.008 54 4.50 0.23 0.050 ( 0.609) 0.043 0.008 55 4.58 0.23 0.050 ( 0.606) 0.043 0.008 56 4.67 0.23 0.050 ( 0.603) 0.043 0.008 57 4.75 0.23 0.050 ( 0.601) 0.043 0.008 58 4.83 0.27 0.058 ( 0.598) 0.049 0.009 59 4.92 0.27 0.058 ( 0.596) 0.049 0.009 60 5.00 0.27 0.058 ( 0.593) 0.049 0.009 61 5.08 0.20 0.043 ( 0.591) 0.036 0.007 62 5.17 0.20 0.043 ( 0.588) 0.036 0.007 63 5.25 0.20 0.043 ( 0.585) 0.036 0.007 64 5.33 0.23 0.050 ( 0.583) 0.043 0.008 65 5.42 0.23 0.050 ( 0.580) 0.043 0.008 66 5.50 0.23 0.050 ( 0.578) 0.043 0.008 67 5.58 0.27 0.058 ( 0.575) 0.049 0.009 68 5.67 0.27 0.058 ( 0.573) 0.049 0.009 69 5.75 0.27 0.058 ( 0.570) 0.049 0.009 70 5.83 0.27 0.058 ( 0.568) 0.049 0.009 71 5.92 0.27 0.058 ( 0.565) 0.049 0.009 72 6.00 0.27 0.058 ( 0.563) 0.049 0.009 73 6.08 0.30 0.065 ( 0.560) 0.055 0.010 74 6.17 0.30 0.065 ( 0.558) 0.055 0.010 75 6.25 0.30 0.065 ( 0.555) 0.055 0.010 76 6.33 0.30 0.065 ( 0.553) 0.055 0.010 77 6.42 0.30 0.065 ( 0.550) 0.055 0.010 78 6.50 0.30 0.065 ( 0.548) 0.055 0.010 79 6.58 0.33 0.072 ( 0.545) 0.061 0.011 80 6.67 0.33 0.072 ( 0.543) 0.061 0.011 81 6.75 0.33 0.072 ( 0.540) 0.061 0.011 82 6.83 0.33 0.072 ( 0.538) 0.061 0.011 83 6.92 0.33 0.072 ( 0.535) 0.061 0.011 84 7.00 0.33 0.072 ( 0.533) 0.061 0.011 85 7.08 0.33 0.072 ( 0.531) 0.061 0.011 86 7.17 0.33 0.072 ( 0.528) 0.061 0.011 87 7.25 0.33 0.072 ( 0.526) 0.061 0.011 88 7.33 0.37 0.079 ( 0.523) 0.067 0.012 89 7.42 0.37 0.079 ( 0.521) 0.067 0.012 90 7.50 0.37 0.079 ( 0.519) 0.067 0.012 91 7.58 0.40 0.086 ( 0.516) 0.073 0.013 92 7.67 0.40 0.086 ( 0.514) 0.073 0.013 93 7.75 0.40 0.086 ( 0.511) 0.073 0.013 94 7.83 0.43 0.094 ( 0.509) 0.079 0.015 95 7.92 0.43 0.094 ( 0.507) 0.079 0.015 96 8.00 0.43 0.094 ( 0.504) 0.079 0.015 97 8.08 0.50 0.108 ( 0.502) 0.091 0.017 98 8.17 0.50 0.108 ( 0.500) 0.091 0.017 99 8.25 0.50 0.108 ( 0.497) 0.091 0.017 100 8.33 0.50 0.108 ( 0.495) 0.091 0.017 101 8.42 0.50 0.108 ( 0.493) 0.091 0.017 102 8.50 0.50 0.108 ( 0.490) 0.091 0.017 103 8.58 0.53 0.115 ( 0.488) 0.097 0.018 104 8.67 0.53 0.115 ( 0.486) 0.097 0.018 105 8.75 0.53 0.115 ( 0.484) 0.097 0.018 106 8.83 0.57 0.122 ( 0.481) 0.103 0.019 107 8.92 0.57 0.122 ( 0.479) 0.103 0.019 4 108 9.00 0.57 0.122 ( 0.477) 0.103 0.019 109 9.08 0.63 0.137 ( 0.475) 0.116 0.021 110 9.17 0.63 0.137 ( 0.472) 0.116 0.021 111 9.25 0.63 0.137 ( 0.470) 0.116 0.021 112 9.33 0.67 0.144 ( 0.468) 0.122 0.022 113 9.42 0.67 0.144 ( 0.466) 0.122 0.022 114 9.50 0.67 0.144 ( 0.463) 0.122 0.022 115 9.58 0.70 0.151 ( 0.461) 0.128 0.023 116 9.67 0.70 0.151 ( 0.459) 0.128 0.023 117 9.75 0.70 0.151 ( 0.457) 0.128 0.023 118 9.83 0.73 0.158 ( 0.454) 0.134 0.025 119 9.92 0.73 0.158 ( 0.452) 0.134 0.025 120 10.00 0.73 0.158 ( 0.450) 0.134 0.025 121 10.08 0.50 0.108 ( 0.448) 0.091 0.017 122 10.17 0.50 0.108 ( 0.446) 0.091 0.017 123 10.25 0.50 0.108 ( 0.444) 0.091 0.017 124 10.33 0.50 0.108 ( 0.441) 0.091 0.017 125 10.42 0.50 0.108 ( 0.439) 0.091 0.017 126 10.50 0.50 0.108 ( 0.437) 0.091 0.017 127 10.58 0.67 0.144 ( 0.435) 0.122 0.022 128 10.67 0.67 0.144 ( 0.433) 0.122 0.022 129 10.75 0.67 0.144 ( 0.431) 0.122 0.022 130 10.83 0.67 0.144 ( 0.429) 0.122 0.022 131 10.92 0.67 0.144 ( 0.427) 0.122 0.022 132 11.00 0.67 0.144 ( 0.424) 0.122 0.022 133 11.08 0.63 0.137 ( 0.422) 0.116 0.021 134 11.17 0.63 0.137 ( 0.420) 0.116 0.021 135 11.25 0.63 0.137 ( 0.418) 0.116 0.021 136 11.33 0.63 0.137 ( 0.416) 0.116 0.021 137 11.42 0.63 0.137 ( 0.414) 0.116 0.021 138 11.50 0.63 0.137 ( 0.412) 0.116 0.021 139 11.58 0.57 0.122 ( 0.410) 0.103 0.019 140 11.67 0.57 0.122 ( 0.408) 0.103 0.019 141 11.75 0.57 0.122 ( 0.406) 0.103 0.019 142 11.83 0.60 0.130 ( 0.404) 0.109 0.020 143 11.92 0.60 0.130 ( 0.402) 0.109 0.020 144 12.00 0.60 0.130 ( 0.400) 0.109 0.020 145 12.08 0.83 0.180 ( 0.398) 0.152 0.028 146 12.17 0.83 0.180 ( 0.396) 0.152 0.028 147 12.25 0.83 0.180 ( 0.394) 0.152 0.028 148 12.33 0.87 0.187 ( 0.392) 0.158 0.029 149 12.42 0.87 0.187 ( 0.390) 0.158 0.029 150 12.50 0.87 0.187 ( 0.388) 0.158 0.029 151 12.58 0.93 0.202 ( 0.386) 0.170 0.031 152 12.67 0.93 0.202 ( 0.384) 0.170 0.031 153 12.75 0.93 0.202 ( 0.382) 0.170 0.031 154 12.83 0.97 0.209 ( 0.380) 0.176 0.032 155 12.92 0.97 0.209 ( 0.378) 0.176 0.032 156 13.00 0.97 0.209 ( 0.376) 0.176 0.032 157 13.08 1.13 0.245 ( 0.374) 0.207 0.038 158 13.17 1.13 0.245 ( 0.373) 0.207 0.038 159 13.25 1.13 0.245 ( 0.371) 0.207 0.038 160 13.33 1.13 0.245 ( 0.369) 0.207 0.038 161 13.42 1.13 0.245 ( 0.367) 0.207 0.038 162 13.50 1.13 0.245 ( 0.365) 0.207 0.038 163 13.58 0.77 0.166 ( 0.363) 0.140 0.026 164 13.67 0.77 0.166 ( 0.361) 0.140 0.026 165 13.75 0.77 0.166 ( 0.360) 0.140 0.026 166 13.83 0.77 0.166 ( 0.358) 0.140 0.026 167 13.92 0.77 0.166 ( 0.356) 0.140 0.026 168 14.00 0.77 0.166 ( 0.354) 0.140 0.026 169 14.08 0.90 0.194 ( 0.352) 0.164 0.030 170 14.17 0.90 0.194 ( 0.350) 0.164 0.030 171 14.25 0.90 0.194 ( 0.349) 0.164 0.030 172 14.33 0.87 0.187 ( 0.347) 0.158 0.029 173 14.42 0.87 0.187 ( 0.345) 0.158 0.029 174 14.50 0.87 0.187 ( 0.343) 0.158 0.029 175 14.58 0.87 0.187 ( 0.342) 0.158 0.029 176 14.67 0.87 0.187 ( 0.340) 0.158 0.029 177 14.75 0.87 0.187 ( 0.338) 0.158 0.029 178 14.83 0.83 0.180 ( 0.336) 0.152 0.028 5 179 14.92 0.83 0.180 ( 0.335) 0.152 0.028 180 15.00 0.83 0.180 ( 0.333) 0.152 0.028 181 15.08 0.80 0.173 ( 0.331) 0.146 0.027 182 15.17 0.80 0.173 ( 0.329) 0.146 0.027 183 15.25 0.80 0.173 ( 0.328) 0.146 0.027 184 15.33 0.77 0.166 ( 0.326) 0.140 0.026 185 15.42 0.77 0.166 ( 0.324) 0.140 0.026 186 15.50 0.77 0.166 ( 0.323) 0.140 0.026 187 15.58 0.63 0.137 ( 0.321) 0.116 0.021 188 15.67 0.63 0.137 ( 0.319) 0.116 0.021 189 15.75 0.63 0.137 ( 0.318) 0.116 0.021 190 15.83 0.63 0.137 ( 0.316) 0.116 0.021 191 15.92 0.63 0.137 ( 0.315) 0.116 0.021 192 16.00 0.63 0.137 ( 0.313) 0.116 0.021 193 16.08 0.13 0.029 ( 0.311) 0.024 0.004 194 16.17 0.13 0.029 ( 0.310) 0.024 0.004 195 16.25 0.13 0.029 ( 0.308) 0.024 0.004 196 16.33 0.13 0.029 ( 0.307) 0.024 0.004 197 16.42 0.13 0.029 ( 0.305) 0.024 0.004 198 16.50 0.13 0.029 ( 0.304) 0.024 0.004 199 16.58 0.10 0.022 ( 0.302) 0.018 0.003 200 16.67 0.10 0.022 ( 0.300) 0.018 0.003 201 16.75 0.10 0.022 ( 0.299) 0.018 0.003 202 16.83 0.10 0.022 ( 0.297) 0.018 0.003 203 16.92 0.10 0.022 ( 0.296) 0.018 0.003 204 17.00 0.10 0.022 ( 0.294) 0.018 0.003 205 17.08 0.17 0.036 ( 0.293) 0.030 0.006 206 17.17 0.17 0.036 ( 0.291) 0.030 0.006 207 17.25 0.17 0.036 ( 0.290) 0.030 0.006 208 17.33 0.17 0.036 ( 0.289) 0.030 0.006 209 17.42 0.17 0.036 ( 0.287) 0.030 0.006 210 17.50 0.17 0.036 ( 0.286) 0.030 0.006 211 17.58 0.17 0.036 ( 0.284) 0.030 0.006 212 17.67 0.17 0.036 ( 0.283) 0.030 0.006 213 17.75 0.17 0.036 ( 0.281) 0.030 0.006 214 17.83 0.13 0.029 ( 0.280) 0.024 0.004 215 17.92 0.13 0.029 ( 0.279) 0.024 0.004 216 18.00 0.13 0.029 ( 0.277) 0.024 0.004 217 18.08 0.13 0.029 ( 0.276) 0.024 0.004 218 18.17 0.13 0.029 ( 0.275) 0.024 0.004 219 18.25 0.13 0.029 ( 0.273) 0.024 0.004 220 18.33 0.13 0.029 ( 0.272) 0.024 0.004 221 18.42 0.13 0.029 ( 0.271) 0.024 0.004 222 18.50 0.13 0.029 ( 0.269) 0.024 0.004 223 18.58 0.10 0.022 ( 0.268) 0.018 0.003 224 18.67 0.10 0.022 ( 0.267) 0.018 0.003 225 18.75 0.10 0.022 ( 0.265) 0.018 0.003 226 18.83 0.07 0.014 ( 0.264) 0.012 0.002 227 18.92 0.07 0.014 ( 0.263) 0.012 0.002 228 19.00 0.07 0.014 ( 0.262) 0.012 0.002 229 19.08 0.10 0.022 ( 0.260) 0.018 0.003 230 19.17 0.10 0.022 ( 0.259) 0.018 0.003 231 19.25 0.10 0.022 ( 0.258) 0.018 0.003 232 19.33 0.13 0.029 ( 0.257) 0.024 0.004 233 19.42 0.13 0.029 ( 0.255) 0.024 0.004 234 19.50 0.13 0.029 ( 0.254) 0.024 0.004 235 19.58 0.10 0.022 ( 0.253) 0.018 0.003 236 19.67 0.10 0.022 ( 0.252) 0.018 0.003 237 19.75 0.10 0.022 ( 0.251) 0.018 0.003 238 19.83 0.07 0.014 ( 0.250) 0.012 0.002 239 19.92 0.07 0.014 ( 0.249) 0.012 0.002 240 20.00 0.07 0.014 ( 0.247) 0.012 0.002 241 20.08 0.10 0.022 ( 0.246) 0.018 0.003 242 20.17 0.10 0.022 ( 0.245) 0.018 0.003 243 20.25 0.10 0.022 ( 0.244) 0.018 0.003 244 20.33 0.10 0.022 ( 0.243) 0.018 0.003 245 20.42 0.10 0.022 ( 0.242) 0.018 0.003 246 20.50 0.10 0.022 ( 0.241) 0.018 0.003 247 20.58 0.10 0.022 ( 0.240) 0.018 0.003 248 20.67 0.10 0.022 ( 0.239) 0.018 0.003 249 20.75 0.10 0.022 ( 0.238) 0.018 0.003 6 250 20.83 0.07 0.014 ( 0.237) 0.012 0.002 251 20.92 0.07 0.014 ( 0.236) 0.012 0.002 252 21.00 0.07 0.014 ( 0.235) 0.012 0.002 253 21.08 0.10 0.022 ( 0.234) 0.018 0.003 254 21.17 0.10 0.022 ( 0.233) 0.018 0.003 255 21.25 0.10 0.022 ( 0.232) 0.018 0.003 256 21.33 0.07 0.014 ( 0.232) 0.012 0.002 257 21.42 0.07 0.014 ( 0.231) 0.012 0.002 258 21.50 0.07 0.014 ( 0.230) 0.012 0.002 259 21.58 0.10 0.022 ( 0.229) 0.018 0.003 260 21.67 0.10 0.022 ( 0.228) 0.018 0.003 261 21.75 0.10 0.022 ( 0.227) 0.018 0.003 262 21.83 0.07 0.014 ( 0.227) 0.012 0.002 263 21.92 0.07 0.014 ( 0.226) 0.012 0.002 264 22.00 0.07 0.014 ( 0.225) 0.012 0.002 265 22.08 0.10 0.022 ( 0.224) 0.018 0.003 266 22.17 0.10 0.022 ( 0.224) 0.018 0.003 267 22.25 0.10 0.022 ( 0.223) 0.018 0.003 268 22.33 0.07 0.014 ( 0.222) 0.012 0.002 269 22.42 0.07 0.014 ( 0.221) 0.012 0.002 270 22.50 0.07 0.014 ( 0.221) 0.012 0.002 271 22.58 0.07 0.014 ( 0.220) 0.012 0.002 272 22.67 0.07 0.014 ( 0.220) 0.012 0.002 273 22.75 0.07 0.014 ( 0.219) 0.012 0.002 274 22.83 0.07 0.014 ( 0.218) 0.012 0.002 275 22.92 0.07 0.014 ( 0.218) 0.012 0.002 276 23.00 0.07 0.014 ( 0.217) 0.012 0.002 277 23.08 0.07 0.014 ( 0.217) 0.012 0.002 278 23.17 0.07 0.014 ( 0.216) 0.012 0.002 279 23.25 0.07 0.014 ( 0.216) 0.012 0.002 280 23.33 0.07 0.014 ( 0.215) 0.012 0.002 281 23.42 0.07 0.014 ( 0.215) 0.012 0.002 282 23.50 0.07 0.014 ( 0.215) 0.012 0.002 283 23.58 0.07 0.014 ( 0.214) 0.012 0.002 284 23.67 0.07 0.014 ( 0.214) 0.012 0.002 285 23.75 0.07 0.014 ( 0.214) 0.012 0.002 286 23.83 0.07 0.014 ( 0.213) 0.012 0.002 287 23.92 0.07 0.014 ( 0.213) 0.012 0.002 288 24.00 0.07 0.014 ( 0.213) 0.012 0.002 (Loss Rate Not Used) Sum = 100.0 Sum = 3.4 Flood volume = Effective rainfall 0.28(In) times area 8.9(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 1.52(In) Total soil loss = 1.128(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 9025.1 Cubic Feet Total soil loss = 49126.5 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.341(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 0.01 Q | | | | 0+10 0.0001 0.02 Q | | | | 0+15 0.0003 0.02 Q | | | | 0+20 0.0004 0.02 Q | | | | 0+25 0.0006 0.03 Q | | | | 0+30 0.0008 0.03 Q | | | | 0+35 0.0010 0.03 Q | | | | 0+40 0.0012 0.03 Q | | | | 0+45 0.0014 0.03 Q | | | | 0+50 0.0017 0.03 Q | | | | 0+55 0.0019 0.04 Q | | | | 7 1+ 0 0.0022 0.04 Q | | | | 1+ 5 0.0024 0.04 Q | | | | 1+10 0.0027 0.03 Q | | | | 1+15 0.0029 0.03 Q | | | | 1+20 0.0031 0.03 Q | | | | 1+25 0.0033 0.03 Q | | | | 1+30 0.0035 0.03 Q | | | | 1+35 0.0037 0.03 Q | | | | 1+40 0.0039 0.03 Q | | | | 1+45 0.0041 0.03 Q | | | | 1+50 0.0043 0.03 Q | | | | 1+55 0.0046 0.04 Q | | | | 2+ 0 0.0049 0.04 Q | | | | 2+ 5 0.0052 0.04 Q | | | | 2+10 0.0054 0.04 QV | | | | 2+15 0.0057 0.04 QV | | | | 2+20 0.0060 0.04 QV | | | | 2+25 0.0063 0.04 QV | | | | 2+30 0.0065 0.04 QV | | | | 2+35 0.0068 0.04 QV | | | | 2+40 0.0072 0.05 QV | | | | 2+45 0.0075 0.05 QV | | | | 2+50 0.0078 0.05 QV | | | | 2+55 0.0082 0.05 QV | | | | 3+ 0 0.0085 0.05 QV | | | | 3+ 5 0.0089 0.05 QV | | | | 3+10 0.0092 0.05 QV | | | | 3+15 0.0096 0.05 QV | | | | 3+20 0.0099 0.05 QV | | | | 3+25 0.0103 0.05 QV | | | | 3+30 0.0106 0.05 Q V | | | | 3+35 0.0109 0.05 Q V | | | | 3+40 0.0113 0.05 Q V | | | | 3+45 0.0116 0.05 Q V | | | | 3+50 0.0120 0.05 Q V | | | | 3+55 0.0124 0.06 Q V | | | | 4+ 0 0.0128 0.06 Q V | | | | 4+ 5 0.0132 0.06 Q V | | | | 4+10 0.0136 0.06 Q V | | | | 4+15 0.0140 0.06 Q V | | | | 4+20 0.0145 0.06 Q V | | | | 4+25 0.0149 0.07 Q V | | | | 4+30 0.0154 0.07 Q V | | | | 4+35 0.0159 0.07 Q V | | | | 4+40 0.0164 0.07 Q V | | | | 4+45 0.0169 0.07 Q V | | | | 4+50 0.0174 0.07 Q V | | | | 4+55 0.0179 0.08 Q V | | | | 5+ 0 0.0185 0.08 Q V | | | | 5+ 5 0.0190 0.07 Q V | | | | 5+10 0.0194 0.06 Q V | | | | 5+15 0.0198 0.06 Q V | | | | 5+20 0.0203 0.06 Q V | | | | 5+25 0.0207 0.07 Q V | | | | 5+30 0.0212 0.07 Q V | | | | 5+35 0.0217 0.07 Q V | | | | 5+40 0.0223 0.08 Q V | | | | 5+45 0.0228 0.08 Q V | | | | 5+50 0.0234 0.08 Q V | | | | 5+55 0.0239 0.08 Q V | | | | 6+ 0 0.0245 0.08 Q V | | | | 6+ 5 0.0250 0.08 Q V | | | | 6+10 0.0256 0.09 Q V | | | | 6+15 0.0263 0.09 Q V | | | | 6+20 0.0269 0.09 Q V | | | | 6+25 0.0275 0.09 Q V | | | | 6+30 0.0281 0.09 Q V | | | | 6+35 0.0288 0.09 Q V | | | | 6+40 0.0294 0.10 Q V | | | | 6+45 0.0301 0.10 Q V | | | | 6+50 0.0308 0.10 Q V | | | | 8 6+55 0.0315 0.10 Q V | | | | 7+ 0 0.0322 0.10 Q V | | | | 7+ 5 0.0329 0.10 Q V | | | | 7+10 0.0336 0.10 Q V | | | | 7+15 0.0342 0.10 Q V | | | | 7+20 0.0350 0.10 Q V | | | | 7+25 0.0357 0.11 Q V | | | | 7+30 0.0365 0.11 Q V | | | | 7+35 0.0372 0.11 Q V | | | | 7+40 0.0380 0.12 Q V | | | | 7+45 0.0389 0.12 Q V | | | | 7+50 0.0397 0.12 Q V | | | | 7+55 0.0406 0.13 Q V | | | | 8+ 0 0.0415 0.13 Q V | | | | 8+ 5 0.0424 0.14 Q V | | | | 8+10 0.0434 0.15 Q V | | | | 8+15 0.0444 0.15 Q V | | | | 8+20 0.0455 0.15 Q V | | | | 8+25 0.0465 0.15 Q V | | | | 8+30 0.0475 0.15 Q V| | | | 8+35 0.0486 0.15 Q V| | | | 8+40 0.0497 0.16 Q V| | | | 8+45 0.0508 0.16 Q V| | | | 8+50 0.0519 0.16 Q V | | | 8+55 0.0531 0.17 Q V | | | 9+ 0 0.0542 0.17 Q V | | | 9+ 5 0.0554 0.18 Q V | | | 9+10 0.0567 0.19 Q V | | | 9+15 0.0580 0.19 Q |V | | | 9+20 0.0593 0.19 Q |V | | | 9+25 0.0607 0.20 Q |V | | | 9+30 0.0621 0.20 Q |V | | | 9+35 0.0635 0.20 Q | V | | | 9+40 0.0649 0.21 Q | V | | | 9+45 0.0664 0.21 Q | V | | | 9+50 0.0678 0.21 Q | V | | | 9+55 0.0693 0.22 Q | V | | | 10+ 0 0.0708 0.22 Q | V | | | 10+ 5 0.0722 0.20 Q | V | | | 10+10 0.0734 0.17 Q | V | | | 10+15 0.0744 0.16 Q | V | | | 10+20 0.0755 0.15 Q | V | | | 10+25 0.0765 0.15 Q | V | | | 10+30 0.0776 0.15 Q | V | | | 10+35 0.0787 0.17 Q | V | | | 10+40 0.0800 0.19 Q | V | | | 10+45 0.0814 0.20 Q | V | | | 10+50 0.0827 0.20 Q | V | | | 10+55 0.0841 0.20 Q | V | | | 11+ 0 0.0855 0.20 Q | V | | | 11+ 5 0.0868 0.20 Q | V | | | 11+10 0.0882 0.19 Q | V | | | 11+15 0.0895 0.19 Q | V | | | 11+20 0.0908 0.19 Q | V | | | 11+25 0.0921 0.19 Q | V | | | 11+30 0.0934 0.19 Q | V | | | 11+35 0.0947 0.18 Q | V | | | 11+40 0.0959 0.18 Q | V | | | 11+45 0.0971 0.17 Q | V | | | 11+50 0.0983 0.17 Q | V | | | 11+55 0.0995 0.18 Q | V| | | 12+ 0 0.1008 0.18 Q | V| | | 12+ 5 0.1022 0.20 Q | V| | | 12+10 0.1038 0.23 Q | V | | 12+15 0.1054 0.24 Q | V | | 12+20 0.1072 0.25 |Q | V | | 12+25 0.1089 0.26 |Q | |V | | 12+30 0.1107 0.26 |Q | |V | | 12+35 0.1126 0.27 |Q | |V | | 12+40 0.1145 0.28 |Q | | V | | 12+45 0.1164 0.28 |Q | | V | | 9 12+50 0.1183 0.28 |Q | | V | | 12+55 0.1203 0.29 |Q | | V | | 13+ 0 0.1223 0.29 |Q | | V | | 13+ 5 0.1244 0.31 |Q | | V | | 13+10 0.1267 0.33 |Q | | V | | 13+15 0.1290 0.34 |Q | | V | | 13+20 0.1313 0.34 |Q | | V | | 13+25 0.1337 0.34 |Q | | V | | 13+30 0.1360 0.34 |Q | | V | | 13+35 0.1381 0.31 |Q | | V | | 13+40 0.1399 0.26 |Q | | V | | 13+45 0.1416 0.24 Q | | V | | 13+50 0.1432 0.24 Q | | V | | 13+55 0.1448 0.23 Q | | V | | 14+ 0 0.1464 0.23 Q | | V | | 14+ 5 0.1480 0.24 Q | | V | | 14+10 0.1499 0.26 |Q | | V | | 14+15 0.1517 0.27 |Q | | V| | 14+20 0.1535 0.27 |Q | | V| | 14+25 0.1553 0.26 |Q | | V| | 14+30 0.1571 0.26 |Q | | V | 14+35 0.1589 0.26 |Q | | V | 14+40 0.1607 0.26 |Q | | |V | 14+45 0.1625 0.26 |Q | | |V | 14+50 0.1643 0.26 |Q | | |V | 14+55 0.1660 0.25 |Q | | | V | 15+ 0 0.1678 0.25 |Q | | | V | 15+ 5 0.1695 0.25 Q | | | V | 15+10 0.1712 0.24 Q | | | V | 15+15 0.1728 0.24 Q | | | V | 15+20 0.1745 0.24 Q | | | V | 15+25 0.1761 0.23 Q | | | V | 15+30 0.1777 0.23 Q | | | V | 15+35 0.1792 0.22 Q | | | V | 15+40 0.1805 0.20 Q | | | V | 15+45 0.1819 0.19 Q | | | V | 15+50 0.1832 0.19 Q | | | V | 15+55 0.1845 0.19 Q | | | V | 16+ 0 0.1858 0.19 Q | | | V | 16+ 5 0.1869 0.15 Q | | | V | 16+10 0.1874 0.07 Q | | | V | 16+15 0.1877 0.06 Q | | | V | 16+20 0.1881 0.05 Q | | | V | 16+25 0.1884 0.04 Q | | | V | 16+30 0.1886 0.04 Q | | | V | 16+35 0.1889 0.04 Q | | | V | 16+40 0.1891 0.03 Q | | | V | 16+45 0.1893 0.03 Q | | | V | 16+50 0.1896 0.03 Q | | | V | 16+55 0.1898 0.03 Q | | | V | 17+ 0 0.1900 0.03 Q | | | V | 17+ 5 0.1902 0.04 Q | | | V | 17+10 0.1905 0.05 Q | | | V | 17+15 0.1909 0.05 Q | | | V | 17+20 0.1912 0.05 Q | | | V | 17+25 0.1915 0.05 Q | | | V | 17+30 0.1919 0.05 Q | | | V | 17+35 0.1922 0.05 Q | | | V | 17+40 0.1926 0.05 Q | | | V | 17+45 0.1929 0.05 Q | | | V | 17+50 0.1932 0.05 Q | | | V | 17+55 0.1935 0.04 Q | | | V | 18+ 0 0.1938 0.04 Q | | | V | 18+ 5 0.1941 0.04 Q | | | V | 18+10 0.1944 0.04 Q | | | V | 18+15 0.1947 0.04 Q | | | V | 18+20 0.1949 0.04 Q | | | V | 18+25 0.1952 0.04 Q | | | V | 18+30 0.1955 0.04 Q | | | V | 18+35 0.1957 0.04 Q | | | V | 18+40 0.1960 0.03 Q | | | V | 10 18+45 0.1962 0.03 Q | | | V | 18+50 0.1964 0.03 Q | | | V | 18+55 0.1965 0.02 Q | | | V | 19+ 0 0.1967 0.02 Q | | | V | 19+ 5 0.1968 0.02 Q | | | V | 19+10 0.1970 0.03 Q | | | V | 19+15 0.1972 0.03 Q | | | V | 19+20 0.1974 0.03 Q | | | V | 19+25 0.1977 0.04 Q | | | V | 19+30 0.1980 0.04 Q | | | V | 19+35 0.1982 0.04 Q | | | V | 19+40 0.1985 0.03 Q | | | V | 19+45 0.1987 0.03 Q | | | V | 19+50 0.1989 0.03 Q | | | V | 19+55 0.1990 0.02 Q | | | V | 20+ 0 0.1992 0.02 Q | | | V | 20+ 5 0.1993 0.02 Q | | | V | 20+10 0.1995 0.03 Q | | | V | 20+15 0.1997 0.03 Q | | | V | 20+20 0.1999 0.03 Q | | | V | 20+25 0.2001 0.03 Q | | | V | 20+30 0.2003 0.03 Q | | | V | 20+35 0.2005 0.03 Q | | | V | 20+40 0.2007 0.03 Q | | | V | 20+45 0.2010 0.03 Q | | | V | 20+50 0.2011 0.03 Q | | | V | 20+55 0.2013 0.02 Q | | | V | 21+ 0 0.2014 0.02 Q | | | V | 21+ 5 0.2016 0.02 Q | | | V | 21+10 0.2018 0.03 Q | | | V | 21+15 0.2020 0.03 Q | | | V | 21+20 0.2022 0.03 Q | | | V| 21+25 0.2023 0.02 Q | | | V| 21+30 0.2025 0.02 Q | | | V| 21+35 0.2026 0.02 Q | | | V| 21+40 0.2028 0.03 Q | | | V| 21+45 0.2030 0.03 Q | | | V| 21+50 0.2032 0.03 Q | | | V| 21+55 0.2034 0.02 Q | | | V| 22+ 0 0.2035 0.02 Q | | | V| 22+ 5 0.2037 0.02 Q | | | V| 22+10 0.2039 0.03 Q | | | V| 22+15 0.2041 0.03 Q | | | V| 22+20 0.2042 0.03 Q | | | V| 22+25 0.2044 0.02 Q | | | V| 22+30 0.2045 0.02 Q | | | V| 22+35 0.2047 0.02 Q | | | V| 22+40 0.2048 0.02 Q | | | V| 22+45 0.2050 0.02 Q | | | V| 22+50 0.2051 0.02 Q | | | V| 22+55 0.2052 0.02 Q | | | V| 23+ 0 0.2054 0.02 Q | | | V| 23+ 5 0.2055 0.02 Q | | | V| 23+10 0.2057 0.02 Q | | | V| 23+15 0.2058 0.02 Q | | | V| 23+20 0.2059 0.02 Q | | | V| 23+25 0.2061 0.02 Q | | | V| 23+30 0.2062 0.02 Q | | | V| 23+35 0.2063 0.02 Q | | | V| 23+40 0.2065 0.02 Q | | | V| 23+45 0.2066 0.02 Q | | | V| 23+50 0.2068 0.02 Q | | | V| 23+55 0.2069 0.02 Q | | | V| 24+ 0 0.2070 0.02 Q | | | V| 24+ 5 0.2071 0.01 Q | | | V| 24+10 0.2072 0.00 Q | | | V| 24+15 0.2072 0.00 Q | | | V| 24+20 0.2072 0.00 Q | | | V| 24+25 0.2072 0.00 Q | | | V ----------------------------------------------------------------------- Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Area “A” Pre-Project Condition Unit Hydrograph Analysis 10-Year, 24-Hour Storm Duration 1 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 09/10/13 File: ARA2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH PRE-PROJECT CONDITION FN: ARA -------------------------------------------------------------------- Drainage Area = 8.90(Ac.) = 0.014 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 8.90(Ac.) = 0.014 Sq. Mi. Length along longest watercourse = 1365.00(Ft.) Length along longest watercourse measured to centroid = 404.00(Ft.) Length along longest watercourse = 0.259 Mi. Length along longest watercourse measured to centroid = 0.077 Mi. Difference in elevation = 42.00(Ft.) Slope along watercourse = 162.4615 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.062 Hr. Lag time = 3.70 Min. 25% of lag time = 0.92 Min. 40% of lag time = 1.48 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] 8.90 1.80 16.02 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 8.90 5.00 44.50 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(In) Point rain (area averaged) = 3.117(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 3.116(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 8.900 78.70 0.069 Total Area Entered = 8.90(Ac.) 2 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 78.7 78.7 0.259 0.069 0.243 1.000 0.243 Sum (F) = 0.243 Area averaged mean soil loss (F) (In/Hr) = 0.243 Minimum soil loss rate ((In/Hr)) = 0.122 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.845 --------------------------------------------------------------------- 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 0.083 135.193 29.420 2.639 2 0.167 270.387 48.004 4.306 3 0.250 405.580 12.131 1.088 4 0.333 540.773 5.377 0.482 5 0.417 675.967 2.923 0.262 6 0.500 811.160 2.146 0.192 Sum = 100.000 Sum= 8.970 ----------------------------------------------------------------------- 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 0.025 ( 0.431) 0.021 0.004 2 0.17 0.07 0.025 ( 0.430) 0.021 0.004 3 0.25 0.07 0.025 ( 0.428) 0.021 0.004 4 0.33 0.10 0.037 ( 0.426) 0.032 0.006 5 0.42 0.10 0.037 ( 0.425) 0.032 0.006 6 0.50 0.10 0.037 ( 0.423) 0.032 0.006 7 0.58 0.10 0.037 ( 0.421) 0.032 0.006 8 0.67 0.10 0.037 ( 0.420) 0.032 0.006 9 0.75 0.10 0.037 ( 0.418) 0.032 0.006 10 0.83 0.13 0.050 ( 0.416) 0.042 0.008 11 0.92 0.13 0.050 ( 0.415) 0.042 0.008 12 1.00 0.13 0.050 ( 0.413) 0.042 0.008 13 1.08 0.10 0.037 ( 0.411) 0.032 0.006 14 1.17 0.10 0.037 ( 0.410) 0.032 0.006 15 1.25 0.10 0.037 ( 0.408) 0.032 0.006 16 1.33 0.10 0.037 ( 0.407) 0.032 0.006 17 1.42 0.10 0.037 ( 0.405) 0.032 0.006 18 1.50 0.10 0.037 ( 0.403) 0.032 0.006 19 1.58 0.10 0.037 ( 0.402) 0.032 0.006 20 1.67 0.10 0.037 ( 0.400) 0.032 0.006 21 1.75 0.10 0.037 ( 0.398) 0.032 0.006 22 1.83 0.13 0.050 ( 0.397) 0.042 0.008 23 1.92 0.13 0.050 ( 0.395) 0.042 0.008 24 2.00 0.13 0.050 ( 0.394) 0.042 0.008 25 2.08 0.13 0.050 ( 0.392) 0.042 0.008 26 2.17 0.13 0.050 ( 0.390) 0.042 0.008 27 2.25 0.13 0.050 ( 0.389) 0.042 0.008 28 2.33 0.13 0.050 ( 0.387) 0.042 0.008 29 2.42 0.13 0.050 ( 0.386) 0.042 0.008 30 2.50 0.13 0.050 ( 0.384) 0.042 0.008 31 2.58 0.17 0.062 ( 0.383) 0.053 0.010 32 2.67 0.17 0.062 ( 0.381) 0.053 0.010 33 2.75 0.17 0.062 ( 0.379) 0.053 0.010 34 2.83 0.17 0.062 ( 0.378) 0.053 0.010 35 2.92 0.17 0.062 ( 0.376) 0.053 0.010 36 3.00 0.17 0.062 ( 0.375) 0.053 0.010 3 37 3.08 0.17 0.062 ( 0.373) 0.053 0.010 38 3.17 0.17 0.062 ( 0.372) 0.053 0.010 39 3.25 0.17 0.062 ( 0.370) 0.053 0.010 40 3.33 0.17 0.062 ( 0.369) 0.053 0.010 41 3.42 0.17 0.062 ( 0.367) 0.053 0.010 42 3.50 0.17 0.062 ( 0.366) 0.053 0.010 43 3.58 0.17 0.062 ( 0.364) 0.053 0.010 44 3.67 0.17 0.062 ( 0.362) 0.053 0.010 45 3.75 0.17 0.062 ( 0.361) 0.053 0.010 46 3.83 0.20 0.075 ( 0.359) 0.063 0.012 47 3.92 0.20 0.075 ( 0.358) 0.063 0.012 48 4.00 0.20 0.075 ( 0.356) 0.063 0.012 49 4.08 0.20 0.075 ( 0.355) 0.063 0.012 50 4.17 0.20 0.075 ( 0.353) 0.063 0.012 51 4.25 0.20 0.075 ( 0.352) 0.063 0.012 52 4.33 0.23 0.087 ( 0.350) 0.074 0.014 53 4.42 0.23 0.087 ( 0.349) 0.074 0.014 54 4.50 0.23 0.087 ( 0.347) 0.074 0.014 55 4.58 0.23 0.087 ( 0.346) 0.074 0.014 56 4.67 0.23 0.087 ( 0.344) 0.074 0.014 57 4.75 0.23 0.087 ( 0.343) 0.074 0.014 58 4.83 0.27 0.100 ( 0.341) 0.084 0.015 59 4.92 0.27 0.100 ( 0.340) 0.084 0.015 60 5.00 0.27 0.100 ( 0.338) 0.084 0.015 61 5.08 0.20 0.075 ( 0.337) 0.063 0.012 62 5.17 0.20 0.075 ( 0.336) 0.063 0.012 63 5.25 0.20 0.075 ( 0.334) 0.063 0.012 64 5.33 0.23 0.087 ( 0.333) 0.074 0.014 65 5.42 0.23 0.087 ( 0.331) 0.074 0.014 66 5.50 0.23 0.087 ( 0.330) 0.074 0.014 67 5.58 0.27 0.100 ( 0.328) 0.084 0.015 68 5.67 0.27 0.100 ( 0.327) 0.084 0.015 69 5.75 0.27 0.100 ( 0.325) 0.084 0.015 70 5.83 0.27 0.100 ( 0.324) 0.084 0.015 71 5.92 0.27 0.100 ( 0.322) 0.084 0.015 72 6.00 0.27 0.100 ( 0.321) 0.084 0.015 73 6.08 0.30 0.112 ( 0.320) 0.095 0.017 74 6.17 0.30 0.112 ( 0.318) 0.095 0.017 75 6.25 0.30 0.112 ( 0.317) 0.095 0.017 76 6.33 0.30 0.112 ( 0.315) 0.095 0.017 77 6.42 0.30 0.112 ( 0.314) 0.095 0.017 78 6.50 0.30 0.112 ( 0.313) 0.095 0.017 79 6.58 0.33 0.125 ( 0.311) 0.105 0.019 80 6.67 0.33 0.125 ( 0.310) 0.105 0.019 81 6.75 0.33 0.125 ( 0.308) 0.105 0.019 82 6.83 0.33 0.125 ( 0.307) 0.105 0.019 83 6.92 0.33 0.125 ( 0.306) 0.105 0.019 84 7.00 0.33 0.125 ( 0.304) 0.105 0.019 85 7.08 0.33 0.125 ( 0.303) 0.105 0.019 86 7.17 0.33 0.125 ( 0.301) 0.105 0.019 87 7.25 0.33 0.125 ( 0.300) 0.105 0.019 88 7.33 0.37 0.137 ( 0.299) 0.116 0.021 89 7.42 0.37 0.137 ( 0.297) 0.116 0.021 90 7.50 0.37 0.137 ( 0.296) 0.116 0.021 91 7.58 0.40 0.150 ( 0.295) 0.126 0.023 92 7.67 0.40 0.150 ( 0.293) 0.126 0.023 93 7.75 0.40 0.150 ( 0.292) 0.126 0.023 94 7.83 0.43 0.162 ( 0.291) 0.137 0.025 95 7.92 0.43 0.162 ( 0.289) 0.137 0.025 96 8.00 0.43 0.162 ( 0.288) 0.137 0.025 97 8.08 0.50 0.187 ( 0.287) 0.158 0.029 98 8.17 0.50 0.187 ( 0.285) 0.158 0.029 99 8.25 0.50 0.187 ( 0.284) 0.158 0.029 100 8.33 0.50 0.187 ( 0.283) 0.158 0.029 101 8.42 0.50 0.187 ( 0.281) 0.158 0.029 102 8.50 0.50 0.187 ( 0.280) 0.158 0.029 103 8.58 0.53 0.199 ( 0.279) 0.168 0.031 104 8.67 0.53 0.199 ( 0.277) 0.168 0.031 105 8.75 0.53 0.199 ( 0.276) 0.168 0.031 106 8.83 0.57 0.212 ( 0.275) 0.179 0.033 107 8.92 0.57 0.212 ( 0.273) 0.179 0.033 4 108 9.00 0.57 0.212 ( 0.272) 0.179 0.033 109 9.08 0.63 0.237 ( 0.271) 0.200 0.037 110 9.17 0.63 0.237 ( 0.269) 0.200 0.037 111 9.25 0.63 0.237 ( 0.268) 0.200 0.037 112 9.33 0.67 0.249 ( 0.267) 0.211 0.039 113 9.42 0.67 0.249 ( 0.266) 0.211 0.039 114 9.50 0.67 0.249 ( 0.264) 0.211 0.039 115 9.58 0.70 0.262 ( 0.263) 0.221 0.041 116 9.67 0.70 0.262 ( 0.262) 0.221 0.041 117 9.75 0.70 0.262 ( 0.261) 0.221 0.041 118 9.83 0.73 0.274 ( 0.259) 0.232 0.043 119 9.92 0.73 0.274 ( 0.258) 0.232 0.043 120 10.00 0.73 0.274 ( 0.257) 0.232 0.043 121 10.08 0.50 0.187 ( 0.256) 0.158 0.029 122 10.17 0.50 0.187 ( 0.254) 0.158 0.029 123 10.25 0.50 0.187 ( 0.253) 0.158 0.029 124 10.33 0.50 0.187 ( 0.252) 0.158 0.029 125 10.42 0.50 0.187 ( 0.251) 0.158 0.029 126 10.50 0.50 0.187 ( 0.249) 0.158 0.029 127 10.58 0.67 0.249 ( 0.248) 0.211 0.039 128 10.67 0.67 0.249 ( 0.247) 0.211 0.039 129 10.75 0.67 0.249 ( 0.246) 0.211 0.039 130 10.83 0.67 0.249 ( 0.245) 0.211 0.039 131 10.92 0.67 0.249 ( 0.243) 0.211 0.039 132 11.00 0.67 0.249 ( 0.242) 0.211 0.039 133 11.08 0.63 0.237 ( 0.241) 0.200 0.037 134 11.17 0.63 0.237 ( 0.240) 0.200 0.037 135 11.25 0.63 0.237 ( 0.239) 0.200 0.037 136 11.33 0.63 0.237 ( 0.237) 0.200 0.037 137 11.42 0.63 0.237 ( 0.236) 0.200 0.037 138 11.50 0.63 0.237 ( 0.235) 0.200 0.037 139 11.58 0.57 0.212 ( 0.234) 0.179 0.033 140 11.67 0.57 0.212 ( 0.233) 0.179 0.033 141 11.75 0.57 0.212 ( 0.232) 0.179 0.033 142 11.83 0.60 0.224 ( 0.230) 0.190 0.035 143 11.92 0.60 0.224 ( 0.229) 0.190 0.035 144 12.00 0.60 0.224 ( 0.228) 0.190 0.035 145 12.08 0.83 0.312 0.227 ( 0.263) 0.085 146 12.17 0.83 0.312 0.226 ( 0.263) 0.086 147 12.25 0.83 0.312 0.225 ( 0.263) 0.087 148 12.33 0.87 0.324 0.224 ( 0.274) 0.100 149 12.42 0.87 0.324 0.223 ( 0.274) 0.102 150 12.50 0.87 0.324 0.221 ( 0.274) 0.103 151 12.58 0.93 0.349 0.220 ( 0.295) 0.129 152 12.67 0.93 0.349 0.219 ( 0.295) 0.130 153 12.75 0.93 0.349 0.218 ( 0.295) 0.131 154 12.83 0.97 0.362 0.217 ( 0.305) 0.145 155 12.92 0.97 0.362 0.216 ( 0.305) 0.146 156 13.00 0.97 0.362 0.215 ( 0.305) 0.147 157 13.08 1.13 0.424 0.214 ( 0.358) 0.210 158 13.17 1.13 0.424 0.213 ( 0.358) 0.211 159 13.25 1.13 0.424 0.212 ( 0.358) 0.212 160 13.33 1.13 0.424 0.210 ( 0.358) 0.213 161 13.42 1.13 0.424 0.209 ( 0.358) 0.214 162 13.50 1.13 0.424 0.208 ( 0.358) 0.216 163 13.58 0.77 0.287 0.207 ( 0.242) 0.079 164 13.67 0.77 0.287 0.206 ( 0.242) 0.080 165 13.75 0.77 0.287 0.205 ( 0.242) 0.082 166 13.83 0.77 0.287 0.204 ( 0.242) 0.083 167 13.92 0.77 0.287 0.203 ( 0.242) 0.084 168 14.00 0.77 0.287 0.202 ( 0.242) 0.085 169 14.08 0.90 0.337 0.201 ( 0.284) 0.136 170 14.17 0.90 0.337 0.200 ( 0.284) 0.137 171 14.25 0.90 0.337 0.199 ( 0.284) 0.138 172 14.33 0.87 0.324 0.198 ( 0.274) 0.126 173 14.42 0.87 0.324 0.197 ( 0.274) 0.127 174 14.50 0.87 0.324 0.196 ( 0.274) 0.128 175 14.58 0.87 0.324 0.195 ( 0.274) 0.129 176 14.67 0.87 0.324 0.194 ( 0.274) 0.130 177 14.75 0.87 0.324 0.193 ( 0.274) 0.131 178 14.83 0.83 0.312 0.192 ( 0.263) 0.120 5 179 14.92 0.83 0.312 0.191 ( 0.263) 0.121 180 15.00 0.83 0.312 0.190 ( 0.263) 0.122 181 15.08 0.80 0.299 0.189 ( 0.253) 0.110 182 15.17 0.80 0.299 0.188 ( 0.253) 0.111 183 15.25 0.80 0.299 0.187 ( 0.253) 0.112 184 15.33 0.77 0.287 0.186 ( 0.242) 0.101 185 15.42 0.77 0.287 0.185 ( 0.242) 0.102 186 15.50 0.77 0.287 0.184 ( 0.242) 0.103 187 15.58 0.63 0.237 0.183 ( 0.200) 0.054 188 15.67 0.63 0.237 0.182 ( 0.200) 0.055 189 15.75 0.63 0.237 0.181 ( 0.200) 0.055 190 15.83 0.63 0.237 0.180 ( 0.200) 0.056 191 15.92 0.63 0.237 0.180 ( 0.200) 0.057 192 16.00 0.63 0.237 0.179 ( 0.200) 0.058 193 16.08 0.13 0.050 ( 0.178) 0.042 0.008 194 16.17 0.13 0.050 ( 0.177) 0.042 0.008 195 16.25 0.13 0.050 ( 0.176) 0.042 0.008 196 16.33 0.13 0.050 ( 0.175) 0.042 0.008 197 16.42 0.13 0.050 ( 0.174) 0.042 0.008 198 16.50 0.13 0.050 ( 0.173) 0.042 0.008 199 16.58 0.10 0.037 ( 0.172) 0.032 0.006 200 16.67 0.10 0.037 ( 0.171) 0.032 0.006 201 16.75 0.10 0.037 ( 0.171) 0.032 0.006 202 16.83 0.10 0.037 ( 0.170) 0.032 0.006 203 16.92 0.10 0.037 ( 0.169) 0.032 0.006 204 17.00 0.10 0.037 ( 0.168) 0.032 0.006 205 17.08 0.17 0.062 ( 0.167) 0.053 0.010 206 17.17 0.17 0.062 ( 0.166) 0.053 0.010 207 17.25 0.17 0.062 ( 0.165) 0.053 0.010 208 17.33 0.17 0.062 ( 0.165) 0.053 0.010 209 17.42 0.17 0.062 ( 0.164) 0.053 0.010 210 17.50 0.17 0.062 ( 0.163) 0.053 0.010 211 17.58 0.17 0.062 ( 0.162) 0.053 0.010 212 17.67 0.17 0.062 ( 0.161) 0.053 0.010 213 17.75 0.17 0.062 ( 0.161) 0.053 0.010 214 17.83 0.13 0.050 ( 0.160) 0.042 0.008 215 17.92 0.13 0.050 ( 0.159) 0.042 0.008 216 18.00 0.13 0.050 ( 0.158) 0.042 0.008 217 18.08 0.13 0.050 ( 0.157) 0.042 0.008 218 18.17 0.13 0.050 ( 0.157) 0.042 0.008 219 18.25 0.13 0.050 ( 0.156) 0.042 0.008 220 18.33 0.13 0.050 ( 0.155) 0.042 0.008 221 18.42 0.13 0.050 ( 0.154) 0.042 0.008 222 18.50 0.13 0.050 ( 0.154) 0.042 0.008 223 18.58 0.10 0.037 ( 0.153) 0.032 0.006 224 18.67 0.10 0.037 ( 0.152) 0.032 0.006 225 18.75 0.10 0.037 ( 0.151) 0.032 0.006 226 18.83 0.07 0.025 ( 0.151) 0.021 0.004 227 18.92 0.07 0.025 ( 0.150) 0.021 0.004 228 19.00 0.07 0.025 ( 0.149) 0.021 0.004 229 19.08 0.10 0.037 ( 0.149) 0.032 0.006 230 19.17 0.10 0.037 ( 0.148) 0.032 0.006 231 19.25 0.10 0.037 ( 0.147) 0.032 0.006 232 19.33 0.13 0.050 ( 0.146) 0.042 0.008 233 19.42 0.13 0.050 ( 0.146) 0.042 0.008 234 19.50 0.13 0.050 ( 0.145) 0.042 0.008 235 19.58 0.10 0.037 ( 0.144) 0.032 0.006 236 19.67 0.10 0.037 ( 0.144) 0.032 0.006 237 19.75 0.10 0.037 ( 0.143) 0.032 0.006 238 19.83 0.07 0.025 ( 0.143) 0.021 0.004 239 19.92 0.07 0.025 ( 0.142) 0.021 0.004 240 20.00 0.07 0.025 ( 0.141) 0.021 0.004 241 20.08 0.10 0.037 ( 0.141) 0.032 0.006 242 20.17 0.10 0.037 ( 0.140) 0.032 0.006 243 20.25 0.10 0.037 ( 0.139) 0.032 0.006 244 20.33 0.10 0.037 ( 0.139) 0.032 0.006 245 20.42 0.10 0.037 ( 0.138) 0.032 0.006 246 20.50 0.10 0.037 ( 0.138) 0.032 0.006 247 20.58 0.10 0.037 ( 0.137) 0.032 0.006 248 20.67 0.10 0.037 ( 0.136) 0.032 0.006 249 20.75 0.10 0.037 ( 0.136) 0.032 0.006 6 250 20.83 0.07 0.025 ( 0.135) 0.021 0.004 251 20.92 0.07 0.025 ( 0.135) 0.021 0.004 252 21.00 0.07 0.025 ( 0.134) 0.021 0.004 253 21.08 0.10 0.037 ( 0.134) 0.032 0.006 254 21.17 0.10 0.037 ( 0.133) 0.032 0.006 255 21.25 0.10 0.037 ( 0.133) 0.032 0.006 256 21.33 0.07 0.025 ( 0.132) 0.021 0.004 257 21.42 0.07 0.025 ( 0.132) 0.021 0.004 258 21.50 0.07 0.025 ( 0.131) 0.021 0.004 259 21.58 0.10 0.037 ( 0.131) 0.032 0.006 260 21.67 0.10 0.037 ( 0.130) 0.032 0.006 261 21.75 0.10 0.037 ( 0.130) 0.032 0.006 262 21.83 0.07 0.025 ( 0.129) 0.021 0.004 263 21.92 0.07 0.025 ( 0.129) 0.021 0.004 264 22.00 0.07 0.025 ( 0.128) 0.021 0.004 265 22.08 0.10 0.037 ( 0.128) 0.032 0.006 266 22.17 0.10 0.037 ( 0.128) 0.032 0.006 267 22.25 0.10 0.037 ( 0.127) 0.032 0.006 268 22.33 0.07 0.025 ( 0.127) 0.021 0.004 269 22.42 0.07 0.025 ( 0.126) 0.021 0.004 270 22.50 0.07 0.025 ( 0.126) 0.021 0.004 271 22.58 0.07 0.025 ( 0.126) 0.021 0.004 272 22.67 0.07 0.025 ( 0.125) 0.021 0.004 273 22.75 0.07 0.025 ( 0.125) 0.021 0.004 274 22.83 0.07 0.025 ( 0.125) 0.021 0.004 275 22.92 0.07 0.025 ( 0.124) 0.021 0.004 276 23.00 0.07 0.025 ( 0.124) 0.021 0.004 277 23.08 0.07 0.025 ( 0.124) 0.021 0.004 278 23.17 0.07 0.025 ( 0.123) 0.021 0.004 279 23.25 0.07 0.025 ( 0.123) 0.021 0.004 280 23.33 0.07 0.025 ( 0.123) 0.021 0.004 281 23.42 0.07 0.025 ( 0.123) 0.021 0.004 282 23.50 0.07 0.025 ( 0.122) 0.021 0.004 283 23.58 0.07 0.025 ( 0.122) 0.021 0.004 284 23.67 0.07 0.025 ( 0.122) 0.021 0.004 285 23.75 0.07 0.025 ( 0.122) 0.021 0.004 286 23.83 0.07 0.025 ( 0.122) 0.021 0.004 287 23.92 0.07 0.025 ( 0.122) 0.021 0.004 288 24.00 0.07 0.025 ( 0.122) 0.021 0.004 (Loss Rate Not Used) Sum = 100.0 Sum = 9.1 Flood volume = Effective rainfall 0.76(In) times area 8.9(Ac.)/[(In)/(Ft.)] = 0.6(Ac.Ft) Total soil loss = 2.36(In) Total soil loss = 1.749(Ac.Ft) Total rainfall = 3.12(In) Flood volume = 24482.8 Cubic Feet Total soil loss = 76200.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.923(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 0.03 Q | | | | 0+15 0.0005 0.03 Q | | | | 0+20 0.0007 0.04 Q | | | | 0+25 0.0011 0.05 Q | | | | 0+30 0.0014 0.05 Q | | | | 0+35 0.0018 0.05 Q | | | | 0+40 0.0021 0.05 Q | | | | 0+45 0.0025 0.05 Q | | | | 0+50 0.0029 0.06 Q | | | | 0+55 0.0033 0.07 Q | | | | 7 1+ 0 0.0038 0.07 Q | | | | 1+ 5 0.0042 0.06 Q | | | | 1+10 0.0046 0.06 Q | | | | 1+15 0.0050 0.05 Q | | | | 1+20 0.0053 0.05 Q | | | | 1+25 0.0057 0.05 Q | | | | 1+30 0.0061 0.05 Q | | | | 1+35 0.0064 0.05 Q | | | | 1+40 0.0068 0.05 Q | | | | 1+45 0.0071 0.05 Q | | | | 1+50 0.0075 0.06 Q | | | | 1+55 0.0080 0.07 Q | | | | 2+ 0 0.0084 0.07 Q | | | | 2+ 5 0.0089 0.07 Q | | | | 2+10 0.0094 0.07 Q | | | | 2+15 0.0099 0.07 Q | | | | 2+20 0.0104 0.07 Q | | | | 2+25 0.0108 0.07 Q | | | | 2+30 0.0113 0.07 Q | | | | 2+35 0.0118 0.07 Q | | | | 2+40 0.0124 0.08 Q | | | | 2+45 0.0130 0.08 Q | | | | 2+50 0.0136 0.09 Q | | | | 2+55 0.0142 0.09 QV | | | | 3+ 0 0.0148 0.09 QV | | | | 3+ 5 0.0154 0.09 QV | | | | 3+10 0.0160 0.09 QV | | | | 3+15 0.0166 0.09 QV | | | | 3+20 0.0172 0.09 QV | | | | 3+25 0.0178 0.09 QV | | | | 3+30 0.0183 0.09 QV | | | | 3+35 0.0189 0.09 QV | | | | 3+40 0.0195 0.09 QV | | | | 3+45 0.0201 0.09 QV | | | | 3+50 0.0208 0.09 QV | | | | 3+55 0.0215 0.10 QV | | | | 4+ 0 0.0222 0.10 QV | | | | 4+ 5 0.0229 0.10 QV | | | | 4+10 0.0236 0.10 QV | | | | 4+15 0.0243 0.10 QV | | | | 4+20 0.0251 0.11 QV | | | | 4+25 0.0259 0.12 QV | | | | 4+30 0.0267 0.12 QV | | | | 4+35 0.0275 0.12 QV | | | | 4+40 0.0284 0.12 Q V | | | | 4+45 0.0292 0.12 Q V | | | | 4+50 0.0301 0.13 Q V | | | | 4+55 0.0310 0.13 Q V | | | | 5+ 0 0.0320 0.14 Q V | | | | 5+ 5 0.0328 0.13 Q V | | | | 5+10 0.0336 0.11 Q V | | | | 5+15 0.0343 0.11 Q V | | | | 5+20 0.0351 0.11 Q V | | | | 5+25 0.0359 0.12 Q V | | | | 5+30 0.0367 0.12 Q V | | | | 5+35 0.0376 0.13 Q V | | | | 5+40 0.0385 0.13 Q V | | | | 5+45 0.0395 0.14 Q V | | | | 5+50 0.0404 0.14 Q V | | | | 5+55 0.0414 0.14 Q V | | | | 6+ 0 0.0423 0.14 Q V | | | | 6+ 5 0.0433 0.14 Q V | | | | 6+10 0.0444 0.15 Q V | | | | 6+15 0.0455 0.15 Q V | | | | 6+20 0.0465 0.16 Q V | | | | 6+25 0.0476 0.16 Q V | | | | 6+30 0.0487 0.16 Q V | | | | 6+35 0.0498 0.16 Q V | | | | 6+40 0.0510 0.17 Q V | | | | 6+45 0.0521 0.17 Q V | | | | 6+50 0.0533 0.17 Q V | | | | 8 6+55 0.0545 0.17 Q V | | | | 7+ 0 0.0557 0.17 Q V | | | | 7+ 5 0.0569 0.17 Q V | | | | 7+10 0.0581 0.17 Q V | | | | 7+15 0.0593 0.17 Q V | | | | 7+20 0.0605 0.18 Q V | | | | 7+25 0.0618 0.19 Q V | | | | 7+30 0.0631 0.19 Q V | | | | 7+35 0.0645 0.20 Q V | | | | 7+40 0.0659 0.20 Q V | | | | 7+45 0.0673 0.21 Q V | | | | 7+50 0.0688 0.21 Q V | | | | 7+55 0.0703 0.22 Q V | | | | 8+ 0 0.0718 0.22 Q V | | | | 8+ 5 0.0734 0.24 Q V | | | | 8+10 0.0752 0.25 |Q V | | | | 8+15 0.0769 0.26 |Q V | | | | 8+20 0.0787 0.26 |Q V | | | | 8+25 0.0805 0.26 |Q V | | | | 8+30 0.0823 0.26 |Q V | | | | 8+35 0.0841 0.27 |Q V | | | | 8+40 0.0860 0.27 |Q V | | | | 8+45 0.0879 0.28 |Q V | | | | 8+50 0.0899 0.28 |Q V | | | | 8+55 0.0919 0.29 |Q V | | | | 9+ 0 0.0939 0.29 |Q V | | | | 9+ 5 0.0960 0.30 |Q V | | | | 9+10 0.0982 0.32 |Q V | | | | 9+15 0.1005 0.33 |Q V | | | | 9+20 0.1027 0.33 |Q V | | | | 9+25 0.1051 0.34 |Q V | | | | 9+30 0.1075 0.35 |Q V | | | | 9+35 0.1099 0.35 |Q V | | | | 9+40 0.1124 0.36 |Q V | | | | 9+45 0.1149 0.36 |Q V | | | | 9+50 0.1174 0.37 |Q V | | | | 9+55 0.1200 0.38 |Q V | | | | 10+ 0 0.1226 0.38 |Q V | | | | 10+ 5 0.1250 0.35 |Q V | | | | 10+10 0.1270 0.29 |Q V| | | | 10+15 0.1289 0.27 |Q V| | | | 10+20 0.1307 0.27 |Q V| | | | 10+25 0.1325 0.26 |Q V| | | | 10+30 0.1343 0.26 |Q V| | | | 10+35 0.1363 0.29 |Q V| | | | 10+40 0.1386 0.33 |Q V| | | | 10+45 0.1409 0.34 |Q V | | | 10+50 0.1432 0.34 |Q V | | | 10+55 0.1456 0.35 |Q V | | | 11+ 0 0.1480 0.35 |Q V | | | 11+ 5 0.1504 0.34 |Q V | | | 11+10 0.1527 0.33 |Q V | | | 11+15 0.1550 0.33 |Q |V | | | 11+20 0.1572 0.33 |Q |V | | | 11+25 0.1595 0.33 |Q |V | | | 11+30 0.1618 0.33 |Q |V | | | 11+35 0.1640 0.32 |Q |V | | | 11+40 0.1661 0.30 |Q |V | | | 11+45 0.1681 0.30 |Q |V | | | 11+50 0.1702 0.30 |Q | V | | | 11+55 0.1723 0.31 |Q | V | | | 12+ 0 0.1745 0.31 |Q | V | | | 12+ 5 0.1775 0.44 |Q | V | | | 12+10 0.1821 0.66 | Q | V | | | 12+15 0.1871 0.72 | Q | V | | | 12+20 0.1925 0.79 | Q | V | | | 12+25 0.1985 0.87 | Q | V | | | 12+30 0.2046 0.90 | Q | V | | | 12+35 0.2114 0.98 | Q | V | | | 12+40 0.2190 1.10 | Q | V | | | 12+45 0.2268 1.14 | Q | V | | | 9 12+50 0.2351 1.20 | Q | V | | | 12+55 0.2438 1.27 | Q | V | | | 13+ 0 0.2527 1.29 | Q | V | | | 13+ 5 0.2629 1.47 | Q | V | | | 13+10 0.2750 1.76 | Q | V| | | 13+15 0.2876 1.84 | Q | V | | 13+20 0.3005 1.88 | Q | |V | | 13+25 0.3136 1.90 | Q | | V | | 13+30 0.3269 1.92 | Q | | V | | 13+35 0.3377 1.57 | Q | | V | | 13+40 0.3445 0.99 | Q | | V | | 13+45 0.3504 0.85 | Q | | V | | 13+50 0.3558 0.79 | Q | | V | | 13+55 0.3611 0.77 | Q | | V | | 14+ 0 0.3663 0.75 | Q | | V | | 14+ 5 0.3724 0.89 | Q | | V | | 14+10 0.3801 1.11 | Q | | V | | 14+15 0.3882 1.18 | Q | | V | | 14+20 0.3963 1.18 | Q | | V | | 14+25 0.4042 1.15 | Q | | V | | 14+30 0.4121 1.15 | Q | | V| | 14+35 0.4201 1.16 | Q | | V| | 14+40 0.4281 1.16 | Q | | V | 14+45 0.4361 1.17 | Q | | |V | 14+50 0.4440 1.14 | Q | | |V | 14+55 0.4516 1.10 | Q | | | V | 15+ 0 0.4591 1.09 | Q | | | V | 15+ 5 0.4664 1.06 | Q | | | V | 15+10 0.4734 1.02 | Q | | | V | 15+15 0.4803 1.01 | Q | | | V | 15+20 0.4871 0.98 | Q | | | V | 15+25 0.4935 0.93 | Q | | | V | 15+30 0.4998 0.92 | Q | | | V | 15+35 0.5053 0.79 | Q | | | V | 15+40 0.5093 0.58 | Q | | | V | 15+45 0.5130 0.54 | Q | | | V | 15+50 0.5166 0.52 | Q | | | V | 15+55 0.5201 0.51 | Q | | | V | 16+ 0 0.5237 0.51 | Q | | | V | 16+ 5 0.5263 0.39 |Q | | | V | 16+10 0.5275 0.17 Q | | | V | 16+15 0.5283 0.12 Q | | | V | 16+20 0.5289 0.09 Q | | | V | 16+25 0.5295 0.08 Q | | | V | 16+30 0.5299 0.07 Q | | | V | 16+35 0.5304 0.06 Q | | | V | 16+40 0.5308 0.06 Q | | | V | 16+45 0.5311 0.05 Q | | | V | 16+50 0.5315 0.05 Q | | | V | 16+55 0.5319 0.05 Q | | | V | 17+ 0 0.5322 0.05 Q | | | V | 17+ 5 0.5327 0.06 Q | | | V | 17+10 0.5332 0.08 Q | | | V | 17+15 0.5338 0.08 Q | | | V | 17+20 0.5344 0.09 Q | | | V | 17+25 0.5350 0.09 Q | | | V | 17+30 0.5356 0.09 Q | | | V | 17+35 0.5362 0.09 Q | | | V | 17+40 0.5368 0.09 Q | | | V | 17+45 0.5373 0.09 Q | | | V | 17+50 0.5379 0.08 Q | | | V | 17+55 0.5384 0.07 Q | | | V | 18+ 0 0.5389 0.07 Q | | | V | 18+ 5 0.5394 0.07 Q | | | V | 18+10 0.5399 0.07 Q | | | V | 18+15 0.5404 0.07 Q | | | V | 18+20 0.5408 0.07 Q | | | V | 18+25 0.5413 0.07 Q | | | V | 18+30 0.5418 0.07 Q | | | V | 18+35 0.5422 0.06 Q | | | V | 18+40 0.5426 0.06 Q | | | V | 10 18+45 0.5430 0.05 Q | | | V | 18+50 0.5433 0.05 Q | | | V | 18+55 0.5436 0.04 Q | | | V | 19+ 0 0.5438 0.04 Q | | | V | 19+ 5 0.5441 0.04 Q | | | V | 19+10 0.5445 0.05 Q | | | V | 19+15 0.5448 0.05 Q | | | V | 19+20 0.5452 0.06 Q | | | V | 19+25 0.5456 0.07 Q | | | V | 19+30 0.5461 0.07 Q | | | V | 19+35 0.5465 0.06 Q | | | V | 19+40 0.5469 0.06 Q | | | V | 19+45 0.5473 0.05 Q | | | V | 19+50 0.5476 0.05 Q | | | V | 19+55 0.5479 0.04 Q | | | V | 20+ 0 0.5481 0.04 Q | | | V| 20+ 5 0.5484 0.04 Q | | | V| 20+10 0.5488 0.05 Q | | | V| 20+15 0.5491 0.05 Q | | | V| 20+20 0.5495 0.05 Q | | | V| 20+25 0.5498 0.05 Q | | | V| 20+30 0.5502 0.05 Q | | | V| 20+35 0.5505 0.05 Q | | | V| 20+40 0.5509 0.05 Q | | | V| 20+45 0.5512 0.05 Q | | | V| 20+50 0.5516 0.05 Q | | | V| 20+55 0.5518 0.04 Q | | | V| 21+ 0 0.5521 0.04 Q | | | V| 21+ 5 0.5524 0.04 Q | | | V| 21+10 0.5527 0.05 Q | | | V| 21+15 0.5530 0.05 Q | | | V| 21+20 0.5534 0.05 Q | | | V| 21+25 0.5536 0.04 Q | | | V| 21+30 0.5539 0.04 Q | | | V| 21+35 0.5542 0.04 Q | | | V| 21+40 0.5545 0.05 Q | | | V| 21+45 0.5548 0.05 Q | | | V| 21+50 0.5552 0.05 Q | | | V| 21+55 0.5554 0.04 Q | | | V| 22+ 0 0.5557 0.04 Q | | | V| 22+ 5 0.5560 0.04 Q | | | V| 22+10 0.5563 0.05 Q | | | V| 22+15 0.5566 0.05 Q | | | V| 22+20 0.5570 0.05 Q | | | V| 22+25 0.5572 0.04 Q | | | V| 22+30 0.5575 0.04 Q | | | V| 22+35 0.5577 0.04 Q | | | V| 22+40 0.5580 0.04 Q | | | V| 22+45 0.5582 0.03 Q | | | V| 22+50 0.5584 0.03 Q | | | V| 22+55 0.5587 0.03 Q | | | V| 23+ 0 0.5589 0.03 Q | | | V| 23+ 5 0.5592 0.03 Q | | | V| 23+10 0.5594 0.03 Q | | | V| 23+15 0.5596 0.03 Q | | | V| 23+20 0.5599 0.03 Q | | | V| 23+25 0.5601 0.03 Q | | | V| 23+30 0.5603 0.03 Q | | | V| 23+35 0.5606 0.03 Q | | | V| 23+40 0.5608 0.03 Q | | | V| 23+45 0.5611 0.03 Q | | | V| 23+50 0.5613 0.03 Q | | | V| 23+55 0.5615 0.03 Q | | | V| 24+ 0 0.5618 0.03 Q | | | V| 24+ 5 0.5620 0.02 Q | | | V| 24+10 0.5620 0.01 Q | | | V| 24+15 0.5620 0.00 Q | | | V| 24+20 0.5620 0.00 Q | | | V| 24+25 0.5620 0.00 Q | | | V ----------------------------------------------------------------------- Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Figure 6: Pre-Project Condition Unit Hydrograph Hydrology Map 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Area “A” Post-Project Condition Unit Hydrograph Analysis 2-Year, 24-Hour Storm Duration 1 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 09/10/13 File: ARA242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH FOR ONSITE AREA POST-PROJECT CONDITION FN: ARA -------------------------------------------------------------------- Drainage Area = 6.50(Ac.) = 0.010 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 6.50(Ac.) = 0.010 Sq. Mi. Length along longest watercourse = 1090.00(Ft.) Length along longest watercourse measured to centroid = 318.00(Ft.) Length along longest watercourse = 0.206 Mi. Length along longest watercourse measured to centroid = 0.060 Mi. Difference in elevation = 47.00(Ft.) Slope along watercourse = 227.6697 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.024 Hr. Lag time = 1.45 Min. 25% of lag time = 0.36 Min. 40% of lag time = 0.58 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] 6.50 1.80 11.70 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.50 5.00 32.50 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(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 % 6.500 66.20 0.280 Total Area Entered = 6.50(Ac.) 2 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 66.2 46.4 0.607 0.280 0.454 1.000 0.454 Sum (F) = 0.454 Area averaged mean soil loss (F) (In/Hr) = 0.454 Minimum soil loss rate ((In/Hr)) = 0.227 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.676 --------------------------------------------------------------------- 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 0.083 343.923 60.784 3.982 2 0.167 687.847 34.830 2.282 3 0.250 1031.770 4.386 0.287 Sum = 100.000 Sum= 6.551 ----------------------------------------------------------------------- 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 ( 0.805) 0.010 0.005 2 0.17 0.07 0.014 ( 0.802) 0.010 0.005 3 0.25 0.07 0.014 ( 0.799) 0.010 0.005 4 0.33 0.10 0.022 ( 0.795) 0.015 0.007 5 0.42 0.10 0.022 ( 0.792) 0.015 0.007 6 0.50 0.10 0.022 ( 0.789) 0.015 0.007 7 0.58 0.10 0.022 ( 0.786) 0.015 0.007 8 0.67 0.10 0.022 ( 0.783) 0.015 0.007 9 0.75 0.10 0.022 ( 0.780) 0.015 0.007 10 0.83 0.13 0.029 ( 0.777) 0.019 0.009 11 0.92 0.13 0.029 ( 0.774) 0.019 0.009 12 1.00 0.13 0.029 ( 0.771) 0.019 0.009 13 1.08 0.10 0.022 ( 0.768) 0.015 0.007 14 1.17 0.10 0.022 ( 0.765) 0.015 0.007 15 1.25 0.10 0.022 ( 0.762) 0.015 0.007 16 1.33 0.10 0.022 ( 0.759) 0.015 0.007 17 1.42 0.10 0.022 ( 0.756) 0.015 0.007 18 1.50 0.10 0.022 ( 0.753) 0.015 0.007 19 1.58 0.10 0.022 ( 0.750) 0.015 0.007 20 1.67 0.10 0.022 ( 0.747) 0.015 0.007 21 1.75 0.10 0.022 ( 0.744) 0.015 0.007 22 1.83 0.13 0.029 ( 0.741) 0.019 0.009 23 1.92 0.13 0.029 ( 0.738) 0.019 0.009 24 2.00 0.13 0.029 ( 0.735) 0.019 0.009 25 2.08 0.13 0.029 ( 0.732) 0.019 0.009 26 2.17 0.13 0.029 ( 0.729) 0.019 0.009 27 2.25 0.13 0.029 ( 0.726) 0.019 0.009 28 2.33 0.13 0.029 ( 0.723) 0.019 0.009 29 2.42 0.13 0.029 ( 0.720) 0.019 0.009 30 2.50 0.13 0.029 ( 0.717) 0.019 0.009 31 2.58 0.17 0.036 ( 0.714) 0.024 0.012 32 2.67 0.17 0.036 ( 0.711) 0.024 0.012 33 2.75 0.17 0.036 ( 0.708) 0.024 0.012 34 2.83 0.17 0.036 ( 0.705) 0.024 0.012 35 2.92 0.17 0.036 ( 0.702) 0.024 0.012 36 3.00 0.17 0.036 ( 0.699) 0.024 0.012 37 3.08 0.17 0.036 ( 0.697) 0.024 0.012 38 3.17 0.17 0.036 ( 0.694) 0.024 0.012 39 3.25 0.17 0.036 ( 0.691) 0.024 0.012 3 40 3.33 0.17 0.036 ( 0.688) 0.024 0.012 41 3.42 0.17 0.036 ( 0.685) 0.024 0.012 42 3.50 0.17 0.036 ( 0.682) 0.024 0.012 43 3.58 0.17 0.036 ( 0.679) 0.024 0.012 44 3.67 0.17 0.036 ( 0.676) 0.024 0.012 45 3.75 0.17 0.036 ( 0.674) 0.024 0.012 46 3.83 0.20 0.043 ( 0.671) 0.029 0.014 47 3.92 0.20 0.043 ( 0.668) 0.029 0.014 48 4.00 0.20 0.043 ( 0.665) 0.029 0.014 49 4.08 0.20 0.043 ( 0.662) 0.029 0.014 50 4.17 0.20 0.043 ( 0.659) 0.029 0.014 51 4.25 0.20 0.043 ( 0.657) 0.029 0.014 52 4.33 0.23 0.050 ( 0.654) 0.034 0.016 53 4.42 0.23 0.050 ( 0.651) 0.034 0.016 54 4.50 0.23 0.050 ( 0.648) 0.034 0.016 55 4.58 0.23 0.050 ( 0.645) 0.034 0.016 56 4.67 0.23 0.050 ( 0.643) 0.034 0.016 57 4.75 0.23 0.050 ( 0.640) 0.034 0.016 58 4.83 0.27 0.058 ( 0.637) 0.039 0.019 59 4.92 0.27 0.058 ( 0.634) 0.039 0.019 60 5.00 0.27 0.058 ( 0.632) 0.039 0.019 61 5.08 0.20 0.043 ( 0.629) 0.029 0.014 62 5.17 0.20 0.043 ( 0.626) 0.029 0.014 63 5.25 0.20 0.043 ( 0.623) 0.029 0.014 64 5.33 0.23 0.050 ( 0.621) 0.034 0.016 65 5.42 0.23 0.050 ( 0.618) 0.034 0.016 66 5.50 0.23 0.050 ( 0.615) 0.034 0.016 67 5.58 0.27 0.058 ( 0.613) 0.039 0.019 68 5.67 0.27 0.058 ( 0.610) 0.039 0.019 69 5.75 0.27 0.058 ( 0.607) 0.039 0.019 70 5.83 0.27 0.058 ( 0.605) 0.039 0.019 71 5.92 0.27 0.058 ( 0.602) 0.039 0.019 72 6.00 0.27 0.058 ( 0.599) 0.039 0.019 73 6.08 0.30 0.065 ( 0.597) 0.044 0.021 74 6.17 0.30 0.065 ( 0.594) 0.044 0.021 75 6.25 0.30 0.065 ( 0.591) 0.044 0.021 76 6.33 0.30 0.065 ( 0.589) 0.044 0.021 77 6.42 0.30 0.065 ( 0.586) 0.044 0.021 78 6.50 0.30 0.065 ( 0.583) 0.044 0.021 79 6.58 0.33 0.072 ( 0.581) 0.049 0.023 80 6.67 0.33 0.072 ( 0.578) 0.049 0.023 81 6.75 0.33 0.072 ( 0.576) 0.049 0.023 82 6.83 0.33 0.072 ( 0.573) 0.049 0.023 83 6.92 0.33 0.072 ( 0.570) 0.049 0.023 84 7.00 0.33 0.072 ( 0.568) 0.049 0.023 85 7.08 0.33 0.072 ( 0.565) 0.049 0.023 86 7.17 0.33 0.072 ( 0.563) 0.049 0.023 87 7.25 0.33 0.072 ( 0.560) 0.049 0.023 88 7.33 0.37 0.079 ( 0.557) 0.054 0.026 89 7.42 0.37 0.079 ( 0.555) 0.054 0.026 90 7.50 0.37 0.079 ( 0.552) 0.054 0.026 91 7.58 0.40 0.086 ( 0.550) 0.058 0.028 92 7.67 0.40 0.086 ( 0.547) 0.058 0.028 93 7.75 0.40 0.086 ( 0.545) 0.058 0.028 94 7.83 0.43 0.094 ( 0.542) 0.063 0.030 95 7.92 0.43 0.094 ( 0.540) 0.063 0.030 96 8.00 0.43 0.094 ( 0.537) 0.063 0.030 97 8.08 0.50 0.108 ( 0.535) 0.073 0.035 98 8.17 0.50 0.108 ( 0.532) 0.073 0.035 99 8.25 0.50 0.108 ( 0.530) 0.073 0.035 100 8.33 0.50 0.108 ( 0.527) 0.073 0.035 101 8.42 0.50 0.108 ( 0.525) 0.073 0.035 102 8.50 0.50 0.108 ( 0.522) 0.073 0.035 103 8.58 0.53 0.115 ( 0.520) 0.078 0.037 104 8.67 0.53 0.115 ( 0.517) 0.078 0.037 105 8.75 0.53 0.115 ( 0.515) 0.078 0.037 106 8.83 0.57 0.122 ( 0.513) 0.083 0.040 107 8.92 0.57 0.122 ( 0.510) 0.083 0.040 108 9.00 0.57 0.122 ( 0.508) 0.083 0.040 109 9.08 0.63 0.137 ( 0.505) 0.092 0.044 110 9.17 0.63 0.137 ( 0.503) 0.092 0.044 4 111 9.25 0.63 0.137 ( 0.501) 0.092 0.044 112 9.33 0.67 0.144 ( 0.498) 0.097 0.047 113 9.42 0.67 0.144 ( 0.496) 0.097 0.047 114 9.50 0.67 0.144 ( 0.493) 0.097 0.047 115 9.58 0.70 0.151 ( 0.491) 0.102 0.049 116 9.67 0.70 0.151 ( 0.489) 0.102 0.049 117 9.75 0.70 0.151 ( 0.486) 0.102 0.049 118 9.83 0.73 0.158 ( 0.484) 0.107 0.051 119 9.92 0.73 0.158 ( 0.482) 0.107 0.051 120 10.00 0.73 0.158 ( 0.479) 0.107 0.051 121 10.08 0.50 0.108 ( 0.477) 0.073 0.035 122 10.17 0.50 0.108 ( 0.475) 0.073 0.035 123 10.25 0.50 0.108 ( 0.472) 0.073 0.035 124 10.33 0.50 0.108 ( 0.470) 0.073 0.035 125 10.42 0.50 0.108 ( 0.468) 0.073 0.035 126 10.50 0.50 0.108 ( 0.466) 0.073 0.035 127 10.58 0.67 0.144 ( 0.463) 0.097 0.047 128 10.67 0.67 0.144 ( 0.461) 0.097 0.047 129 10.75 0.67 0.144 ( 0.459) 0.097 0.047 130 10.83 0.67 0.144 ( 0.457) 0.097 0.047 131 10.92 0.67 0.144 ( 0.454) 0.097 0.047 132 11.00 0.67 0.144 ( 0.452) 0.097 0.047 133 11.08 0.63 0.137 ( 0.450) 0.092 0.044 134 11.17 0.63 0.137 ( 0.448) 0.092 0.044 135 11.25 0.63 0.137 ( 0.445) 0.092 0.044 136 11.33 0.63 0.137 ( 0.443) 0.092 0.044 137 11.42 0.63 0.137 ( 0.441) 0.092 0.044 138 11.50 0.63 0.137 ( 0.439) 0.092 0.044 139 11.58 0.57 0.122 ( 0.437) 0.083 0.040 140 11.67 0.57 0.122 ( 0.434) 0.083 0.040 141 11.75 0.57 0.122 ( 0.432) 0.083 0.040 142 11.83 0.60 0.130 ( 0.430) 0.088 0.042 143 11.92 0.60 0.130 ( 0.428) 0.088 0.042 144 12.00 0.60 0.130 ( 0.426) 0.088 0.042 145 12.08 0.83 0.180 ( 0.424) 0.122 0.058 146 12.17 0.83 0.180 ( 0.422) 0.122 0.058 147 12.25 0.83 0.180 ( 0.420) 0.122 0.058 148 12.33 0.87 0.187 ( 0.417) 0.127 0.061 149 12.42 0.87 0.187 ( 0.415) 0.127 0.061 150 12.50 0.87 0.187 ( 0.413) 0.127 0.061 151 12.58 0.93 0.202 ( 0.411) 0.136 0.065 152 12.67 0.93 0.202 ( 0.409) 0.136 0.065 153 12.75 0.93 0.202 ( 0.407) 0.136 0.065 154 12.83 0.97 0.209 ( 0.405) 0.141 0.068 155 12.92 0.97 0.209 ( 0.403) 0.141 0.068 156 13.00 0.97 0.209 ( 0.401) 0.141 0.068 157 13.08 1.13 0.245 ( 0.399) 0.165 0.079 158 13.17 1.13 0.245 ( 0.397) 0.165 0.079 159 13.25 1.13 0.245 ( 0.395) 0.165 0.079 160 13.33 1.13 0.245 ( 0.393) 0.165 0.079 161 13.42 1.13 0.245 ( 0.391) 0.165 0.079 162 13.50 1.13 0.245 ( 0.389) 0.165 0.079 163 13.58 0.77 0.166 ( 0.387) 0.112 0.054 164 13.67 0.77 0.166 ( 0.385) 0.112 0.054 165 13.75 0.77 0.166 ( 0.383) 0.112 0.054 166 13.83 0.77 0.166 ( 0.381) 0.112 0.054 167 13.92 0.77 0.166 ( 0.379) 0.112 0.054 168 14.00 0.77 0.166 ( 0.377) 0.112 0.054 169 14.08 0.90 0.194 ( 0.375) 0.131 0.063 170 14.17 0.90 0.194 ( 0.373) 0.131 0.063 171 14.25 0.90 0.194 ( 0.371) 0.131 0.063 172 14.33 0.87 0.187 ( 0.369) 0.127 0.061 173 14.42 0.87 0.187 ( 0.368) 0.127 0.061 174 14.50 0.87 0.187 ( 0.366) 0.127 0.061 175 14.58 0.87 0.187 ( 0.364) 0.127 0.061 176 14.67 0.87 0.187 ( 0.362) 0.127 0.061 177 14.75 0.87 0.187 ( 0.360) 0.127 0.061 178 14.83 0.83 0.180 ( 0.358) 0.122 0.058 179 14.92 0.83 0.180 ( 0.356) 0.122 0.058 180 15.00 0.83 0.180 ( 0.355) 0.122 0.058 181 15.08 0.80 0.173 ( 0.353) 0.117 0.056 5 182 15.17 0.80 0.173 ( 0.351) 0.117 0.056 183 15.25 0.80 0.173 ( 0.349) 0.117 0.056 184 15.33 0.77 0.166 ( 0.347) 0.112 0.054 185 15.42 0.77 0.166 ( 0.346) 0.112 0.054 186 15.50 0.77 0.166 ( 0.344) 0.112 0.054 187 15.58 0.63 0.137 ( 0.342) 0.092 0.044 188 15.67 0.63 0.137 ( 0.340) 0.092 0.044 189 15.75 0.63 0.137 ( 0.339) 0.092 0.044 190 15.83 0.63 0.137 ( 0.337) 0.092 0.044 191 15.92 0.63 0.137 ( 0.335) 0.092 0.044 192 16.00 0.63 0.137 ( 0.333) 0.092 0.044 193 16.08 0.13 0.029 ( 0.332) 0.019 0.009 194 16.17 0.13 0.029 ( 0.330) 0.019 0.009 195 16.25 0.13 0.029 ( 0.328) 0.019 0.009 196 16.33 0.13 0.029 ( 0.327) 0.019 0.009 197 16.42 0.13 0.029 ( 0.325) 0.019 0.009 198 16.50 0.13 0.029 ( 0.323) 0.019 0.009 199 16.58 0.10 0.022 ( 0.322) 0.015 0.007 200 16.67 0.10 0.022 ( 0.320) 0.015 0.007 201 16.75 0.10 0.022 ( 0.318) 0.015 0.007 202 16.83 0.10 0.022 ( 0.317) 0.015 0.007 203 16.92 0.10 0.022 ( 0.315) 0.015 0.007 204 17.00 0.10 0.022 ( 0.314) 0.015 0.007 205 17.08 0.17 0.036 ( 0.312) 0.024 0.012 206 17.17 0.17 0.036 ( 0.310) 0.024 0.012 207 17.25 0.17 0.036 ( 0.309) 0.024 0.012 208 17.33 0.17 0.036 ( 0.307) 0.024 0.012 209 17.42 0.17 0.036 ( 0.306) 0.024 0.012 210 17.50 0.17 0.036 ( 0.304) 0.024 0.012 211 17.58 0.17 0.036 ( 0.303) 0.024 0.012 212 17.67 0.17 0.036 ( 0.301) 0.024 0.012 213 17.75 0.17 0.036 ( 0.300) 0.024 0.012 214 17.83 0.13 0.029 ( 0.298) 0.019 0.009 215 17.92 0.13 0.029 ( 0.297) 0.019 0.009 216 18.00 0.13 0.029 ( 0.295) 0.019 0.009 217 18.08 0.13 0.029 ( 0.294) 0.019 0.009 218 18.17 0.13 0.029 ( 0.292) 0.019 0.009 219 18.25 0.13 0.029 ( 0.291) 0.019 0.009 220 18.33 0.13 0.029 ( 0.290) 0.019 0.009 221 18.42 0.13 0.029 ( 0.288) 0.019 0.009 222 18.50 0.13 0.029 ( 0.287) 0.019 0.009 223 18.58 0.10 0.022 ( 0.285) 0.015 0.007 224 18.67 0.10 0.022 ( 0.284) 0.015 0.007 225 18.75 0.10 0.022 ( 0.283) 0.015 0.007 226 18.83 0.07 0.014 ( 0.281) 0.010 0.005 227 18.92 0.07 0.014 ( 0.280) 0.010 0.005 228 19.00 0.07 0.014 ( 0.279) 0.010 0.005 229 19.08 0.10 0.022 ( 0.277) 0.015 0.007 230 19.17 0.10 0.022 ( 0.276) 0.015 0.007 231 19.25 0.10 0.022 ( 0.275) 0.015 0.007 232 19.33 0.13 0.029 ( 0.273) 0.019 0.009 233 19.42 0.13 0.029 ( 0.272) 0.019 0.009 234 19.50 0.13 0.029 ( 0.271) 0.019 0.009 235 19.58 0.10 0.022 ( 0.270) 0.015 0.007 236 19.67 0.10 0.022 ( 0.268) 0.015 0.007 237 19.75 0.10 0.022 ( 0.267) 0.015 0.007 238 19.83 0.07 0.014 ( 0.266) 0.010 0.005 239 19.92 0.07 0.014 ( 0.265) 0.010 0.005 240 20.00 0.07 0.014 ( 0.264) 0.010 0.005 241 20.08 0.10 0.022 ( 0.262) 0.015 0.007 242 20.17 0.10 0.022 ( 0.261) 0.015 0.007 243 20.25 0.10 0.022 ( 0.260) 0.015 0.007 244 20.33 0.10 0.022 ( 0.259) 0.015 0.007 245 20.42 0.10 0.022 ( 0.258) 0.015 0.007 246 20.50 0.10 0.022 ( 0.257) 0.015 0.007 247 20.58 0.10 0.022 ( 0.256) 0.015 0.007 248 20.67 0.10 0.022 ( 0.255) 0.015 0.007 249 20.75 0.10 0.022 ( 0.254) 0.015 0.007 250 20.83 0.07 0.014 ( 0.253) 0.010 0.005 251 20.92 0.07 0.014 ( 0.252) 0.010 0.005 252 21.00 0.07 0.014 ( 0.251) 0.010 0.005 6 253 21.08 0.10 0.022 ( 0.250) 0.015 0.007 254 21.17 0.10 0.022 ( 0.249) 0.015 0.007 255 21.25 0.10 0.022 ( 0.248) 0.015 0.007 256 21.33 0.07 0.014 ( 0.247) 0.010 0.005 257 21.42 0.07 0.014 ( 0.246) 0.010 0.005 258 21.50 0.07 0.014 ( 0.245) 0.010 0.005 259 21.58 0.10 0.022 ( 0.244) 0.015 0.007 260 21.67 0.10 0.022 ( 0.243) 0.015 0.007 261 21.75 0.10 0.022 ( 0.242) 0.015 0.007 262 21.83 0.07 0.014 ( 0.241) 0.010 0.005 263 21.92 0.07 0.014 ( 0.240) 0.010 0.005 264 22.00 0.07 0.014 ( 0.240) 0.010 0.005 265 22.08 0.10 0.022 ( 0.239) 0.015 0.007 266 22.17 0.10 0.022 ( 0.238) 0.015 0.007 267 22.25 0.10 0.022 ( 0.237) 0.015 0.007 268 22.33 0.07 0.014 ( 0.237) 0.010 0.005 269 22.42 0.07 0.014 ( 0.236) 0.010 0.005 270 22.50 0.07 0.014 ( 0.235) 0.010 0.005 271 22.58 0.07 0.014 ( 0.235) 0.010 0.005 272 22.67 0.07 0.014 ( 0.234) 0.010 0.005 273 22.75 0.07 0.014 ( 0.233) 0.010 0.005 274 22.83 0.07 0.014 ( 0.233) 0.010 0.005 275 22.92 0.07 0.014 ( 0.232) 0.010 0.005 276 23.00 0.07 0.014 ( 0.231) 0.010 0.005 277 23.08 0.07 0.014 ( 0.231) 0.010 0.005 278 23.17 0.07 0.014 ( 0.230) 0.010 0.005 279 23.25 0.07 0.014 ( 0.230) 0.010 0.005 280 23.33 0.07 0.014 ( 0.229) 0.010 0.005 281 23.42 0.07 0.014 ( 0.229) 0.010 0.005 282 23.50 0.07 0.014 ( 0.229) 0.010 0.005 283 23.58 0.07 0.014 ( 0.228) 0.010 0.005 284 23.67 0.07 0.014 ( 0.228) 0.010 0.005 285 23.75 0.07 0.014 ( 0.228) 0.010 0.005 286 23.83 0.07 0.014 ( 0.227) 0.010 0.005 287 23.92 0.07 0.014 ( 0.227) 0.010 0.005 288 24.00 0.07 0.014 ( 0.227) 0.010 0.005 (Loss Rate Not Used) Sum = 100.0 Sum = 7.0 Flood volume = Effective rainfall 0.58(In) times area 6.5(Ac.)/[(In)/(Ft.)] = 0.3(Ac.Ft) Total soil loss = 1.22(In) Total soil loss = 0.659(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 13760.4 Cubic Feet Total soil loss = 28710.0 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.520(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 0.02 Q | | | | 0+10 0.0003 0.03 Q | | | | 0+15 0.0005 0.03 Q | | | | 0+20 0.0008 0.04 Q | | | | 0+25 0.0011 0.05 Q | | | | 0+30 0.0014 0.05 Q | | | | 0+35 0.0018 0.05 Q | | | | 0+40 0.0021 0.05 Q | | | | 0+45 0.0024 0.05 Q | | | | 0+50 0.0028 0.06 Q | | | | 0+55 0.0032 0.06 Q | | | | 1+ 0 0.0036 0.06 Q | | | | 1+ 5 0.0040 0.05 Q | | | | 1+10 0.0043 0.05 Q | | | | 7 1+15 0.0046 0.05 Q | | | | 1+20 0.0049 0.05 Q | | | | 1+25 0.0052 0.05 Q | | | | 1+30 0.0055 0.05 Q | | | | 1+35 0.0059 0.05 Q | | | | 1+40 0.0062 0.05 Q | | | | 1+45 0.0065 0.05 Q | | | | 1+50 0.0069 0.06 Q | | | | 1+55 0.0073 0.06 Q | | | | 2+ 0 0.0077 0.06 Q | | | | 2+ 5 0.0081 0.06 QV | | | | 2+10 0.0086 0.06 QV | | | | 2+15 0.0090 0.06 QV | | | | 2+20 0.0094 0.06 QV | | | | 2+25 0.0098 0.06 QV | | | | 2+30 0.0102 0.06 QV | | | | 2+35 0.0107 0.07 QV | | | | 2+40 0.0112 0.08 QV | | | | 2+45 0.0118 0.08 QV | | | | 2+50 0.0123 0.08 QV | | | | 2+55 0.0128 0.08 QV | | | | 3+ 0 0.0134 0.08 QV | | | | 3+ 5 0.0139 0.08 QV | | | | 3+10 0.0144 0.08 QV | | | | 3+15 0.0149 0.08 QV | | | | 3+20 0.0155 0.08 QV | | | | 3+25 0.0160 0.08 Q V | | | | 3+30 0.0165 0.08 Q V | | | | 3+35 0.0170 0.08 Q V | | | | 3+40 0.0176 0.08 Q V | | | | 3+45 0.0181 0.08 Q V | | | | 3+50 0.0187 0.09 Q V | | | | 3+55 0.0193 0.09 Q V | | | | 4+ 0 0.0199 0.09 Q V | | | | 4+ 5 0.0206 0.09 Q V | | | | 4+10 0.0212 0.09 Q V | | | | 4+15 0.0218 0.09 Q V | | | | 4+20 0.0225 0.10 Q V | | | | 4+25 0.0233 0.11 Q V | | | | 4+30 0.0240 0.11 Q V | | | | 4+35 0.0247 0.11 Q V | | | | 4+40 0.0255 0.11 Q V | | | | 4+45 0.0262 0.11 Q V | | | | 4+50 0.0270 0.12 Q V | | | | 4+55 0.0279 0.12 Q V | | | | 5+ 0 0.0287 0.12 Q V | | | | 5+ 5 0.0294 0.10 Q V | | | | 5+10 0.0301 0.09 Q V | | | | 5+15 0.0307 0.09 Q V | | | | 5+20 0.0314 0.10 Q V | | | | 5+25 0.0321 0.11 Q V | | | | 5+30 0.0328 0.11 Q V | | | | 5+35 0.0336 0.12 Q V | | | | 5+40 0.0345 0.12 Q V | | | | 5+45 0.0353 0.12 Q V | | | | 5+50 0.0362 0.12 Q V | | | | 5+55 0.0370 0.12 Q V | | | | 6+ 0 0.0379 0.12 Q V | | | | 6+ 5 0.0388 0.13 Q V | | | | 6+10 0.0397 0.14 Q V | | | | 6+15 0.0407 0.14 Q V | | | | 6+20 0.0416 0.14 Q V | | | | 6+25 0.0425 0.14 Q V | | | | 6+30 0.0435 0.14 Q V | | | | 6+35 0.0445 0.15 Q V | | | | 6+40 0.0456 0.15 Q V | | | | 6+45 0.0466 0.15 Q V | | | | 6+50 0.0477 0.15 Q V | | | | 6+55 0.0487 0.15 Q V | | | | 7+ 0 0.0498 0.15 Q V | | | | 7+ 5 0.0508 0.15 Q V | | | | 8 7+10 0.0519 0.15 Q V | | | | 7+15 0.0529 0.15 Q V | | | | 7+20 0.0540 0.16 Q V | | | | 7+25 0.0552 0.17 Q V | | | | 7+30 0.0564 0.17 Q V | | | | 7+35 0.0576 0.18 Q V | | | | 7+40 0.0588 0.18 Q V | | | | 7+45 0.0601 0.18 Q V | | | | 7+50 0.0614 0.19 Q V | | | | 7+55 0.0628 0.20 Q V | | | | 8+ 0 0.0642 0.20 Q V | | | | 8+ 5 0.0657 0.22 Q V | | | | 8+10 0.0672 0.23 Q V | | | | 8+15 0.0688 0.23 Q V | | | | 8+20 0.0704 0.23 Q V | | | | 8+25 0.0720 0.23 Q V| | | | 8+30 0.0735 0.23 Q V| | | | 8+35 0.0752 0.24 Q V| | | | 8+40 0.0769 0.24 Q V| | | | 8+45 0.0786 0.24 Q V| | | | 8+50 0.0803 0.25 |Q V | | | 8+55 0.0821 0.26 |Q V | | | 9+ 0 0.0839 0.26 |Q V | | | 9+ 5 0.0858 0.28 |Q V | | | 9+10 0.0878 0.29 |Q |V | | | 9+15 0.0898 0.29 |Q |V | | | 9+20 0.0919 0.30 |Q |V | | | 9+25 0.0940 0.31 |Q |V | | | 9+30 0.0961 0.31 |Q | V | | | 9+35 0.0982 0.32 |Q | V | | | 9+40 0.1004 0.32 |Q | V | | | 9+45 0.1026 0.32 |Q | V | | | 9+50 0.1049 0.33 |Q | V | | | 9+55 0.1072 0.34 |Q | V | | | 10+ 0 0.1096 0.34 |Q | V | | | 10+ 5 0.1114 0.27 |Q | V | | | 10+10 0.1130 0.23 Q | V | | | 10+15 0.1146 0.23 Q | V | | | 10+20 0.1162 0.23 Q | V | | | 10+25 0.1178 0.23 Q | V | | | 10+30 0.1194 0.23 Q | V | | | 10+35 0.1213 0.28 |Q | V | | | 10+40 0.1233 0.30 |Q | V | | | 10+45 0.1254 0.31 |Q | V | | | 10+50 0.1275 0.31 |Q | V | | | 10+55 0.1297 0.31 |Q | V | | | 11+ 0 0.1318 0.31 |Q | V | | | 11+ 5 0.1338 0.30 |Q | V | | | 11+10 0.1358 0.29 |Q | V | | | 11+15 0.1378 0.29 |Q | V | | | 11+20 0.1398 0.29 |Q | V | | | 11+25 0.1418 0.29 |Q | V | | | 11+30 0.1438 0.29 |Q | V | | | 11+35 0.1457 0.27 |Q | V | | | 11+40 0.1475 0.26 |Q | V | | | 11+45 0.1493 0.26 |Q | V | | | 11+50 0.1511 0.27 |Q | V| | | 11+55 0.1530 0.27 |Q | V| | | 12+ 0 0.1549 0.28 |Q | V| | | 12+ 5 0.1573 0.34 |Q | V| | | 12+10 0.1599 0.38 |Q | V | | 12+15 0.1625 0.38 |Q | V | | 12+20 0.1652 0.39 |Q | V | | 12+25 0.1679 0.40 |Q | |V | | 12+30 0.1707 0.40 |Q | |V | | 12+35 0.1735 0.42 |Q | |V | | 12+40 0.1765 0.43 |Q | | V | | 12+45 0.1794 0.43 |Q | | V | | 12+50 0.1824 0.44 |Q | | V | | 12+55 0.1855 0.44 |Q | | V | | 13+ 0 0.1885 0.44 |Q | | V | | 9 13+ 5 0.1919 0.49 |Q | | V | | 13+10 0.1955 0.52 | Q | | V | | 13+15 0.1990 0.52 | Q | | V | | 13+20 0.2026 0.52 | Q | | V | | 13+25 0.2062 0.52 | Q | | V | | 13+30 0.2098 0.52 | Q | | V | | 13+35 0.2126 0.42 |Q | | V | | 13+40 0.2151 0.36 |Q | | V | | 13+45 0.2175 0.35 |Q | | V | | 13+50 0.2200 0.35 |Q | | V | | 13+55 0.2224 0.35 |Q | | V | | 14+ 0 0.2248 0.35 |Q | | V | | 14+ 5 0.2275 0.39 |Q | | V | | 14+10 0.2303 0.41 |Q | | V| | 14+15 0.2332 0.41 |Q | | V| | 14+20 0.2359 0.40 |Q | | V| | 14+25 0.2387 0.40 |Q | | V | 14+30 0.2414 0.40 |Q | | V | 14+35 0.2442 0.40 |Q | | V | 14+40 0.2469 0.40 |Q | | |V | 14+45 0.2496 0.40 |Q | | |V | 14+50 0.2523 0.39 |Q | | |V | 14+55 0.2549 0.38 |Q | | | V | 15+ 0 0.2576 0.38 |Q | | | V | 15+ 5 0.2601 0.37 |Q | | | V | 15+10 0.2627 0.37 |Q | | | V | 15+15 0.2652 0.37 |Q | | | V | 15+20 0.2677 0.36 |Q | | | V | 15+25 0.2701 0.35 |Q | | | V | 15+30 0.2725 0.35 |Q | | | V | 15+35 0.2747 0.31 |Q | | | V | 15+40 0.2767 0.29 |Q | | | V | 15+45 0.2787 0.29 |Q | | | V | 15+50 0.2807 0.29 |Q | | | V | 15+55 0.2827 0.29 |Q | | | V | 16+ 0 0.2847 0.29 |Q | | | V | 16+ 5 0.2857 0.15 Q | | | V | 16+10 0.2862 0.07 Q | | | V | 16+15 0.2866 0.06 Q | | | V | 16+20 0.2871 0.06 Q | | | V | 16+25 0.2875 0.06 Q | | | V | 16+30 0.2879 0.06 Q | | | V | 16+35 0.2883 0.05 Q | | | V | 16+40 0.2886 0.05 Q | | | V | 16+45 0.2889 0.05 Q | | | V | 16+50 0.2892 0.05 Q | | | V | 16+55 0.2895 0.05 Q | | | V | 17+ 0 0.2899 0.05 Q | | | V | 17+ 5 0.2903 0.06 Q | | | V | 17+10 0.2908 0.08 Q | | | V | 17+15 0.2913 0.08 Q | | | V | 17+20 0.2919 0.08 Q | | | V | 17+25 0.2924 0.08 Q | | | V | 17+30 0.2929 0.08 Q | | | V | 17+35 0.2934 0.08 Q | | | V | 17+40 0.2940 0.08 Q | | | V | 17+45 0.2945 0.08 Q | | | V | 17+50 0.2950 0.07 Q | | | V | 17+55 0.2954 0.06 Q | | | V | 18+ 0 0.2958 0.06 Q | | | V | 18+ 5 0.2962 0.06 Q | | | V | 18+10 0.2967 0.06 Q | | | V | 18+15 0.2971 0.06 Q | | | V | 18+20 0.2975 0.06 Q | | | V | 18+25 0.2979 0.06 Q | | | V | 18+30 0.2983 0.06 Q | | | V | 18+35 0.2987 0.05 Q | | | V | 18+40 0.2990 0.05 Q | | | V | 18+45 0.2993 0.05 Q | | | V | 18+50 0.2996 0.04 Q | | | V | 18+55 0.2998 0.03 Q | | | V | 10 19+ 0 0.3000 0.03 Q | | | V | 19+ 5 0.3003 0.04 Q | | | V | 19+10 0.3006 0.05 Q | | | V | 19+15 0.3009 0.05 Q | | | V | 19+20 0.3013 0.06 Q | | | V | 19+25 0.3017 0.06 Q | | | V | 19+30 0.3021 0.06 Q | | | V | 19+35 0.3025 0.05 Q | | | V | 19+40 0.3028 0.05 Q | | | V | 19+45 0.3031 0.05 Q | | | V | 19+50 0.3034 0.04 Q | | | V | 19+55 0.3036 0.03 Q | | | V | 20+ 0 0.3038 0.03 Q | | | V | 20+ 5 0.3041 0.04 Q | | | V | 20+10 0.3044 0.05 Q | | | V | 20+15 0.3047 0.05 Q | | | V | 20+20 0.3050 0.05 Q | | | V | 20+25 0.3053 0.05 Q | | | V | 20+30 0.3056 0.05 Q | | | V | 20+35 0.3060 0.05 Q | | | V | 20+40 0.3063 0.05 Q | | | V | 20+45 0.3066 0.05 Q | | | V | 20+50 0.3068 0.04 Q | | | V | 20+55 0.3071 0.03 Q | | | V | 21+ 0 0.3073 0.03 Q | | | V | 21+ 5 0.3075 0.04 Q | | | V | 21+10 0.3079 0.05 Q | | | V | 21+15 0.3082 0.05 Q | | | V| 21+20 0.3084 0.04 Q | | | V| 21+25 0.3086 0.03 Q | | | V| 21+30 0.3089 0.03 Q | | | V| 21+35 0.3091 0.04 Q | | | V| 21+40 0.3094 0.05 Q | | | V| 21+45 0.3098 0.05 Q | | | V| 21+50 0.3100 0.04 Q | | | V| 21+55 0.3102 0.03 Q | | | V| 22+ 0 0.3104 0.03 Q | | | V| 22+ 5 0.3107 0.04 Q | | | V| 22+10 0.3110 0.05 Q | | | V| 22+15 0.3113 0.05 Q | | | V| 22+20 0.3116 0.04 Q | | | V| 22+25 0.3118 0.03 Q | | | V| 22+30 0.3120 0.03 Q | | | V| 22+35 0.3122 0.03 Q | | | V| 22+40 0.3124 0.03 Q | | | V| 22+45 0.3126 0.03 Q | | | V| 22+50 0.3129 0.03 Q | | | V| 22+55 0.3131 0.03 Q | | | V| 23+ 0 0.3133 0.03 Q | | | V| 23+ 5 0.3135 0.03 Q | | | V| 23+10 0.3137 0.03 Q | | | V| 23+15 0.3139 0.03 Q | | | V| 23+20 0.3141 0.03 Q | | | V| 23+25 0.3143 0.03 Q | | | V| 23+30 0.3145 0.03 Q | | | V| 23+35 0.3148 0.03 Q | | | V| 23+40 0.3150 0.03 Q | | | V| 23+45 0.3152 0.03 Q | | | V| 23+50 0.3154 0.03 Q | | | V| 23+55 0.3156 0.03 Q | | | V| 24+ 0 0.3158 0.03 Q | | | V| 24+ 5 0.3159 0.01 Q | | | V| 24+10 0.3159 0.00 Q | | | V ----------------------------------------------------------------------- Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Area “A” Post-Project Condition Unit Hydrograph Analysis 10-Year, 24-Hour Storm Duration 1 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 09/10/13 File: ARA2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH FOR ONSITE AREA POST-PROJECT CONDITION FN: ARA -------------------------------------------------------------------- Drainage Area = 6.50(Ac.) = 0.010 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 6.50(Ac.) = 0.010 Sq. Mi. Length along longest watercourse = 1090.00(Ft.) Length along longest watercourse measured to centroid = 318.00(Ft.) Length along longest watercourse = 0.206 Mi. Length along longest watercourse measured to centroid = 0.060 Mi. Difference in elevation = 47.00(Ft.) Slope along watercourse = 227.6697 Ft./Mi. Average Manning's 'N' = 0.015 Lag time = 0.024 Hr. Lag time = 1.45 Min. 25% of lag time = 0.36 Min. 40% of lag time = 0.58 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] 6.50 1.80 11.70 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 6.50 5.00 32.50 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(In) Point rain (area averaged) = 3.117(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 3.116(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 6.500 66.20 0.280 Total Area Entered = 6.50(Ac.) 2 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 66.2 66.2 0.403 0.280 0.301 1.000 0.301 Sum (F) = 0.301 Area averaged mean soil loss (F) (In/Hr) = 0.301 Minimum soil loss rate ((In/Hr)) = 0.151 (for 24 hour storm duration) Soil low loss rate (decimal) = 0.676 --------------------------------------------------------------------- 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 0.083 343.923 60.784 3.982 2 0.167 687.847 34.830 2.282 3 0.250 1031.770 4.386 0.287 Sum = 100.000 Sum= 6.551 ----------------------------------------------------------------------- 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 0.025 ( 0.534) 0.017 0.008 2 0.17 0.07 0.025 ( 0.532) 0.017 0.008 3 0.25 0.07 0.025 ( 0.530) 0.017 0.008 4 0.33 0.10 0.037 ( 0.528) 0.025 0.012 5 0.42 0.10 0.037 ( 0.526) 0.025 0.012 6 0.50 0.10 0.037 ( 0.524) 0.025 0.012 7 0.58 0.10 0.037 ( 0.522) 0.025 0.012 8 0.67 0.10 0.037 ( 0.520) 0.025 0.012 9 0.75 0.10 0.037 ( 0.518) 0.025 0.012 10 0.83 0.13 0.050 ( 0.516) 0.034 0.016 11 0.92 0.13 0.050 ( 0.514) 0.034 0.016 12 1.00 0.13 0.050 ( 0.512) 0.034 0.016 13 1.08 0.10 0.037 ( 0.510) 0.025 0.012 14 1.17 0.10 0.037 ( 0.508) 0.025 0.012 15 1.25 0.10 0.037 ( 0.506) 0.025 0.012 16 1.33 0.10 0.037 ( 0.504) 0.025 0.012 17 1.42 0.10 0.037 ( 0.502) 0.025 0.012 18 1.50 0.10 0.037 ( 0.500) 0.025 0.012 19 1.58 0.10 0.037 ( 0.498) 0.025 0.012 20 1.67 0.10 0.037 ( 0.496) 0.025 0.012 21 1.75 0.10 0.037 ( 0.494) 0.025 0.012 22 1.83 0.13 0.050 ( 0.492) 0.034 0.016 23 1.92 0.13 0.050 ( 0.490) 0.034 0.016 24 2.00 0.13 0.050 ( 0.488) 0.034 0.016 25 2.08 0.13 0.050 ( 0.486) 0.034 0.016 26 2.17 0.13 0.050 ( 0.484) 0.034 0.016 27 2.25 0.13 0.050 ( 0.482) 0.034 0.016 28 2.33 0.13 0.050 ( 0.480) 0.034 0.016 29 2.42 0.13 0.050 ( 0.478) 0.034 0.016 30 2.50 0.13 0.050 ( 0.476) 0.034 0.016 31 2.58 0.17 0.062 ( 0.474) 0.042 0.020 32 2.67 0.17 0.062 ( 0.472) 0.042 0.020 33 2.75 0.17 0.062 ( 0.470) 0.042 0.020 34 2.83 0.17 0.062 ( 0.468) 0.042 0.020 35 2.92 0.17 0.062 ( 0.466) 0.042 0.020 36 3.00 0.17 0.062 ( 0.464) 0.042 0.020 37 3.08 0.17 0.062 ( 0.463) 0.042 0.020 38 3.17 0.17 0.062 ( 0.461) 0.042 0.020 39 3.25 0.17 0.062 ( 0.459) 0.042 0.020 3 40 3.33 0.17 0.062 ( 0.457) 0.042 0.020 41 3.42 0.17 0.062 ( 0.455) 0.042 0.020 42 3.50 0.17 0.062 ( 0.453) 0.042 0.020 43 3.58 0.17 0.062 ( 0.451) 0.042 0.020 44 3.67 0.17 0.062 ( 0.449) 0.042 0.020 45 3.75 0.17 0.062 ( 0.447) 0.042 0.020 46 3.83 0.20 0.075 ( 0.445) 0.051 0.024 47 3.92 0.20 0.075 ( 0.444) 0.051 0.024 48 4.00 0.20 0.075 ( 0.442) 0.051 0.024 49 4.08 0.20 0.075 ( 0.440) 0.051 0.024 50 4.17 0.20 0.075 ( 0.438) 0.051 0.024 51 4.25 0.20 0.075 ( 0.436) 0.051 0.024 52 4.33 0.23 0.087 ( 0.434) 0.059 0.028 53 4.42 0.23 0.087 ( 0.432) 0.059 0.028 54 4.50 0.23 0.087 ( 0.431) 0.059 0.028 55 4.58 0.23 0.087 ( 0.429) 0.059 0.028 56 4.67 0.23 0.087 ( 0.427) 0.059 0.028 57 4.75 0.23 0.087 ( 0.425) 0.059 0.028 58 4.83 0.27 0.100 ( 0.423) 0.067 0.032 59 4.92 0.27 0.100 ( 0.421) 0.067 0.032 60 5.00 0.27 0.100 ( 0.419) 0.067 0.032 61 5.08 0.20 0.075 ( 0.418) 0.051 0.024 62 5.17 0.20 0.075 ( 0.416) 0.051 0.024 63 5.25 0.20 0.075 ( 0.414) 0.051 0.024 64 5.33 0.23 0.087 ( 0.412) 0.059 0.028 65 5.42 0.23 0.087 ( 0.410) 0.059 0.028 66 5.50 0.23 0.087 ( 0.409) 0.059 0.028 67 5.58 0.27 0.100 ( 0.407) 0.067 0.032 68 5.67 0.27 0.100 ( 0.405) 0.067 0.032 69 5.75 0.27 0.100 ( 0.403) 0.067 0.032 70 5.83 0.27 0.100 ( 0.401) 0.067 0.032 71 5.92 0.27 0.100 ( 0.400) 0.067 0.032 72 6.00 0.27 0.100 ( 0.398) 0.067 0.032 73 6.08 0.30 0.112 ( 0.396) 0.076 0.036 74 6.17 0.30 0.112 ( 0.394) 0.076 0.036 75 6.25 0.30 0.112 ( 0.393) 0.076 0.036 76 6.33 0.30 0.112 ( 0.391) 0.076 0.036 77 6.42 0.30 0.112 ( 0.389) 0.076 0.036 78 6.50 0.30 0.112 ( 0.387) 0.076 0.036 79 6.58 0.33 0.125 ( 0.386) 0.084 0.040 80 6.67 0.33 0.125 ( 0.384) 0.084 0.040 81 6.75 0.33 0.125 ( 0.382) 0.084 0.040 82 6.83 0.33 0.125 ( 0.380) 0.084 0.040 83 6.92 0.33 0.125 ( 0.379) 0.084 0.040 84 7.00 0.33 0.125 ( 0.377) 0.084 0.040 85 7.08 0.33 0.125 ( 0.375) 0.084 0.040 86 7.17 0.33 0.125 ( 0.374) 0.084 0.040 87 7.25 0.33 0.125 ( 0.372) 0.084 0.040 88 7.33 0.37 0.137 ( 0.370) 0.093 0.044 89 7.42 0.37 0.137 ( 0.369) 0.093 0.044 90 7.50 0.37 0.137 ( 0.367) 0.093 0.044 91 7.58 0.40 0.150 ( 0.365) 0.101 0.048 92 7.67 0.40 0.150 ( 0.363) 0.101 0.048 93 7.75 0.40 0.150 ( 0.362) 0.101 0.048 94 7.83 0.43 0.162 ( 0.360) 0.110 0.053 95 7.92 0.43 0.162 ( 0.358) 0.110 0.053 96 8.00 0.43 0.162 ( 0.357) 0.110 0.053 97 8.08 0.50 0.187 ( 0.355) 0.126 0.061 98 8.17 0.50 0.187 ( 0.353) 0.126 0.061 99 8.25 0.50 0.187 ( 0.352) 0.126 0.061 100 8.33 0.50 0.187 ( 0.350) 0.126 0.061 101 8.42 0.50 0.187 ( 0.349) 0.126 0.061 102 8.50 0.50 0.187 ( 0.347) 0.126 0.061 103 8.58 0.53 0.199 ( 0.345) 0.135 0.065 104 8.67 0.53 0.199 ( 0.344) 0.135 0.065 105 8.75 0.53 0.199 ( 0.342) 0.135 0.065 106 8.83 0.57 0.212 ( 0.340) 0.143 0.069 107 8.92 0.57 0.212 ( 0.339) 0.143 0.069 108 9.00 0.57 0.212 ( 0.337) 0.143 0.069 109 9.08 0.63 0.237 ( 0.336) 0.160 0.077 110 9.17 0.63 0.237 ( 0.334) 0.160 0.077 4 111 9.25 0.63 0.237 ( 0.332) 0.160 0.077 112 9.33 0.67 0.249 ( 0.331) 0.169 0.081 113 9.42 0.67 0.249 ( 0.329) 0.169 0.081 114 9.50 0.67 0.249 ( 0.328) 0.169 0.081 115 9.58 0.70 0.262 ( 0.326) 0.177 0.085 116 9.67 0.70 0.262 ( 0.325) 0.177 0.085 117 9.75 0.70 0.262 ( 0.323) 0.177 0.085 118 9.83 0.73 0.274 ( 0.321) 0.185 0.089 119 9.92 0.73 0.274 ( 0.320) 0.185 0.089 120 10.00 0.73 0.274 ( 0.318) 0.185 0.089 121 10.08 0.50 0.187 ( 0.317) 0.126 0.061 122 10.17 0.50 0.187 ( 0.315) 0.126 0.061 123 10.25 0.50 0.187 ( 0.314) 0.126 0.061 124 10.33 0.50 0.187 ( 0.312) 0.126 0.061 125 10.42 0.50 0.187 ( 0.311) 0.126 0.061 126 10.50 0.50 0.187 ( 0.309) 0.126 0.061 127 10.58 0.67 0.249 ( 0.308) 0.169 0.081 128 10.67 0.67 0.249 ( 0.306) 0.169 0.081 129 10.75 0.67 0.249 ( 0.305) 0.169 0.081 130 10.83 0.67 0.249 ( 0.303) 0.169 0.081 131 10.92 0.67 0.249 ( 0.302) 0.169 0.081 132 11.00 0.67 0.249 ( 0.300) 0.169 0.081 133 11.08 0.63 0.237 ( 0.299) 0.160 0.077 134 11.17 0.63 0.237 ( 0.297) 0.160 0.077 135 11.25 0.63 0.237 ( 0.296) 0.160 0.077 136 11.33 0.63 0.237 ( 0.294) 0.160 0.077 137 11.42 0.63 0.237 ( 0.293) 0.160 0.077 138 11.50 0.63 0.237 ( 0.291) 0.160 0.077 139 11.58 0.57 0.212 ( 0.290) 0.143 0.069 140 11.67 0.57 0.212 ( 0.289) 0.143 0.069 141 11.75 0.57 0.212 ( 0.287) 0.143 0.069 142 11.83 0.60 0.224 ( 0.286) 0.152 0.073 143 11.92 0.60 0.224 ( 0.284) 0.152 0.073 144 12.00 0.60 0.224 ( 0.283) 0.152 0.073 145 12.08 0.83 0.312 ( 0.281) 0.211 0.101 146 12.17 0.83 0.312 ( 0.280) 0.211 0.101 147 12.25 0.83 0.312 ( 0.279) 0.211 0.101 148 12.33 0.87 0.324 ( 0.277) 0.219 0.105 149 12.42 0.87 0.324 ( 0.276) 0.219 0.105 150 12.50 0.87 0.324 ( 0.274) 0.219 0.105 151 12.58 0.93 0.349 ( 0.273) 0.236 0.113 152 12.67 0.93 0.349 ( 0.272) 0.236 0.113 153 12.75 0.93 0.349 ( 0.270) 0.236 0.113 154 12.83 0.97 0.362 ( 0.269) 0.244 0.117 155 12.92 0.97 0.362 ( 0.268) 0.244 0.117 156 13.00 0.97 0.362 ( 0.266) 0.244 0.117 157 13.08 1.13 0.424 0.265 ( 0.287) 0.159 158 13.17 1.13 0.424 0.264 ( 0.287) 0.160 159 13.25 1.13 0.424 0.262 ( 0.287) 0.162 160 13.33 1.13 0.424 0.261 ( 0.287) 0.163 161 13.42 1.13 0.424 0.260 ( 0.287) 0.164 162 13.50 1.13 0.424 0.258 ( 0.287) 0.166 163 13.58 0.77 0.287 ( 0.257) 0.194 0.093 164 13.67 0.77 0.287 ( 0.256) 0.194 0.093 165 13.75 0.77 0.287 ( 0.254) 0.194 0.093 166 13.83 0.77 0.287 ( 0.253) 0.194 0.093 167 13.92 0.77 0.287 ( 0.252) 0.194 0.093 168 14.00 0.77 0.287 ( 0.250) 0.194 0.093 169 14.08 0.90 0.337 ( 0.249) 0.228 0.109 170 14.17 0.90 0.337 ( 0.248) 0.228 0.109 171 14.25 0.90 0.337 ( 0.247) 0.228 0.109 172 14.33 0.87 0.324 ( 0.245) 0.219 0.105 173 14.42 0.87 0.324 ( 0.244) 0.219 0.105 174 14.50 0.87 0.324 ( 0.243) 0.219 0.105 175 14.58 0.87 0.324 ( 0.242) 0.219 0.105 176 14.67 0.87 0.324 ( 0.240) 0.219 0.105 177 14.75 0.87 0.324 ( 0.239) 0.219 0.105 178 14.83 0.83 0.312 ( 0.238) 0.211 0.101 179 14.92 0.83 0.312 ( 0.237) 0.211 0.101 180 15.00 0.83 0.312 ( 0.235) 0.211 0.101 181 15.08 0.80 0.299 ( 0.234) 0.202 0.097 5 182 15.17 0.80 0.299 ( 0.233) 0.202 0.097 183 15.25 0.80 0.299 ( 0.232) 0.202 0.097 184 15.33 0.77 0.287 ( 0.231) 0.194 0.093 185 15.42 0.77 0.287 ( 0.229) 0.194 0.093 186 15.50 0.77 0.287 ( 0.228) 0.194 0.093 187 15.58 0.63 0.237 ( 0.227) 0.160 0.077 188 15.67 0.63 0.237 ( 0.226) 0.160 0.077 189 15.75 0.63 0.237 ( 0.225) 0.160 0.077 190 15.83 0.63 0.237 ( 0.224) 0.160 0.077 191 15.92 0.63 0.237 ( 0.223) 0.160 0.077 192 16.00 0.63 0.237 ( 0.221) 0.160 0.077 193 16.08 0.13 0.050 ( 0.220) 0.034 0.016 194 16.17 0.13 0.050 ( 0.219) 0.034 0.016 195 16.25 0.13 0.050 ( 0.218) 0.034 0.016 196 16.33 0.13 0.050 ( 0.217) 0.034 0.016 197 16.42 0.13 0.050 ( 0.216) 0.034 0.016 198 16.50 0.13 0.050 ( 0.215) 0.034 0.016 199 16.58 0.10 0.037 ( 0.214) 0.025 0.012 200 16.67 0.10 0.037 ( 0.213) 0.025 0.012 201 16.75 0.10 0.037 ( 0.211) 0.025 0.012 202 16.83 0.10 0.037 ( 0.210) 0.025 0.012 203 16.92 0.10 0.037 ( 0.209) 0.025 0.012 204 17.00 0.10 0.037 ( 0.208) 0.025 0.012 205 17.08 0.17 0.062 ( 0.207) 0.042 0.020 206 17.17 0.17 0.062 ( 0.206) 0.042 0.020 207 17.25 0.17 0.062 ( 0.205) 0.042 0.020 208 17.33 0.17 0.062 ( 0.204) 0.042 0.020 209 17.42 0.17 0.062 ( 0.203) 0.042 0.020 210 17.50 0.17 0.062 ( 0.202) 0.042 0.020 211 17.58 0.17 0.062 ( 0.201) 0.042 0.020 212 17.67 0.17 0.062 ( 0.200) 0.042 0.020 213 17.75 0.17 0.062 ( 0.199) 0.042 0.020 214 17.83 0.13 0.050 ( 0.198) 0.034 0.016 215 17.92 0.13 0.050 ( 0.197) 0.034 0.016 216 18.00 0.13 0.050 ( 0.196) 0.034 0.016 217 18.08 0.13 0.050 ( 0.195) 0.034 0.016 218 18.17 0.13 0.050 ( 0.194) 0.034 0.016 219 18.25 0.13 0.050 ( 0.193) 0.034 0.016 220 18.33 0.13 0.050 ( 0.192) 0.034 0.016 221 18.42 0.13 0.050 ( 0.191) 0.034 0.016 222 18.50 0.13 0.050 ( 0.190) 0.034 0.016 223 18.58 0.10 0.037 ( 0.189) 0.025 0.012 224 18.67 0.10 0.037 ( 0.189) 0.025 0.012 225 18.75 0.10 0.037 ( 0.188) 0.025 0.012 226 18.83 0.07 0.025 ( 0.187) 0.017 0.008 227 18.92 0.07 0.025 ( 0.186) 0.017 0.008 228 19.00 0.07 0.025 ( 0.185) 0.017 0.008 229 19.08 0.10 0.037 ( 0.184) 0.025 0.012 230 19.17 0.10 0.037 ( 0.183) 0.025 0.012 231 19.25 0.10 0.037 ( 0.182) 0.025 0.012 232 19.33 0.13 0.050 ( 0.182) 0.034 0.016 233 19.42 0.13 0.050 ( 0.181) 0.034 0.016 234 19.50 0.13 0.050 ( 0.180) 0.034 0.016 235 19.58 0.10 0.037 ( 0.179) 0.025 0.012 236 19.67 0.10 0.037 ( 0.178) 0.025 0.012 237 19.75 0.10 0.037 ( 0.177) 0.025 0.012 238 19.83 0.07 0.025 ( 0.177) 0.017 0.008 239 19.92 0.07 0.025 ( 0.176) 0.017 0.008 240 20.00 0.07 0.025 ( 0.175) 0.017 0.008 241 20.08 0.10 0.037 ( 0.174) 0.025 0.012 242 20.17 0.10 0.037 ( 0.174) 0.025 0.012 243 20.25 0.10 0.037 ( 0.173) 0.025 0.012 244 20.33 0.10 0.037 ( 0.172) 0.025 0.012 245 20.42 0.10 0.037 ( 0.171) 0.025 0.012 246 20.50 0.10 0.037 ( 0.171) 0.025 0.012 247 20.58 0.10 0.037 ( 0.170) 0.025 0.012 248 20.67 0.10 0.037 ( 0.169) 0.025 0.012 249 20.75 0.10 0.037 ( 0.168) 0.025 0.012 250 20.83 0.07 0.025 ( 0.168) 0.017 0.008 251 20.92 0.07 0.025 ( 0.167) 0.017 0.008 252 21.00 0.07 0.025 ( 0.166) 0.017 0.008 6 253 21.08 0.10 0.037 ( 0.166) 0.025 0.012 254 21.17 0.10 0.037 ( 0.165) 0.025 0.012 255 21.25 0.10 0.037 ( 0.164) 0.025 0.012 256 21.33 0.07 0.025 ( 0.164) 0.017 0.008 257 21.42 0.07 0.025 ( 0.163) 0.017 0.008 258 21.50 0.07 0.025 ( 0.163) 0.017 0.008 259 21.58 0.10 0.037 ( 0.162) 0.025 0.012 260 21.67 0.10 0.037 ( 0.161) 0.025 0.012 261 21.75 0.10 0.037 ( 0.161) 0.025 0.012 262 21.83 0.07 0.025 ( 0.160) 0.017 0.008 263 21.92 0.07 0.025 ( 0.160) 0.017 0.008 264 22.00 0.07 0.025 ( 0.159) 0.017 0.008 265 22.08 0.10 0.037 ( 0.159) 0.025 0.012 266 22.17 0.10 0.037 ( 0.158) 0.025 0.012 267 22.25 0.10 0.037 ( 0.158) 0.025 0.012 268 22.33 0.07 0.025 ( 0.157) 0.017 0.008 269 22.42 0.07 0.025 ( 0.157) 0.017 0.008 270 22.50 0.07 0.025 ( 0.156) 0.017 0.008 271 22.58 0.07 0.025 ( 0.156) 0.017 0.008 272 22.67 0.07 0.025 ( 0.155) 0.017 0.008 273 22.75 0.07 0.025 ( 0.155) 0.017 0.008 274 22.83 0.07 0.025 ( 0.154) 0.017 0.008 275 22.92 0.07 0.025 ( 0.154) 0.017 0.008 276 23.00 0.07 0.025 ( 0.154) 0.017 0.008 277 23.08 0.07 0.025 ( 0.153) 0.017 0.008 278 23.17 0.07 0.025 ( 0.153) 0.017 0.008 279 23.25 0.07 0.025 ( 0.153) 0.017 0.008 280 23.33 0.07 0.025 ( 0.152) 0.017 0.008 281 23.42 0.07 0.025 ( 0.152) 0.017 0.008 282 23.50 0.07 0.025 ( 0.152) 0.017 0.008 283 23.58 0.07 0.025 ( 0.152) 0.017 0.008 284 23.67 0.07 0.025 ( 0.151) 0.017 0.008 285 23.75 0.07 0.025 ( 0.151) 0.017 0.008 286 23.83 0.07 0.025 ( 0.151) 0.017 0.008 287 23.92 0.07 0.025 ( 0.151) 0.017 0.008 288 24.00 0.07 0.025 ( 0.151) 0.017 0.008 (Loss Rate Not Used) Sum = 100.0 Sum = 12.3 Flood volume = Effective rainfall 1.02(In) times area 6.5(Ac.)/[(In)/(Ft.)] = 0.6(Ac.Ft) Total soil loss = 2.09(In) Total soil loss = 1.134(Ac.Ft) Total rainfall = 3.12(In) Flood volume = 24119.4 Cubic Feet Total soil loss = 49413.6 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.082(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 0.03 Q | | | | 0+10 0.0006 0.05 Q | | | | 0+15 0.0009 0.05 Q | | | | 0+20 0.0014 0.07 Q | | | | 0+25 0.0019 0.08 Q | | | | 0+30 0.0025 0.08 Q | | | | 0+35 0.0030 0.08 Q | | | | 0+40 0.0036 0.08 Q | | | | 0+45 0.0041 0.08 Q | | | | 0+50 0.0048 0.10 Q | | | | 0+55 0.0055 0.10 Q | | | | 1+ 0 0.0062 0.11 Q | | | | 1+ 5 0.0069 0.09 Q | | | | 1+10 0.0074 0.08 Q | | | | 7 1+15 0.0080 0.08 Q | | | | 1+20 0.0085 0.08 Q | | | | 1+25 0.0091 0.08 Q | | | | 1+30 0.0096 0.08 Q | | | | 1+35 0.0102 0.08 Q | | | | 1+40 0.0107 0.08 Q | | | | 1+45 0.0112 0.08 Q | | | | 1+50 0.0119 0.10 Q | | | | 1+55 0.0126 0.10 Q | | | | 2+ 0 0.0134 0.11 Q | | | | 2+ 5 0.0141 0.11 QV | | | | 2+10 0.0148 0.11 QV | | | | 2+15 0.0155 0.11 QV | | | | 2+20 0.0163 0.11 QV | | | | 2+25 0.0170 0.11 QV | | | | 2+30 0.0177 0.11 QV | | | | 2+35 0.0186 0.12 QV | | | | 2+40 0.0195 0.13 QV | | | | 2+45 0.0204 0.13 QV | | | | 2+50 0.0213 0.13 QV | | | | 2+55 0.0222 0.13 QV | | | | 3+ 0 0.0231 0.13 QV | | | | 3+ 5 0.0240 0.13 QV | | | | 3+10 0.0249 0.13 QV | | | | 3+15 0.0259 0.13 QV | | | | 3+20 0.0268 0.13 QV | | | | 3+25 0.0277 0.13 QV | | | | 3+30 0.0286 0.13 Q V | | | | 3+35 0.0295 0.13 Q V | | | | 3+40 0.0304 0.13 Q V | | | | 3+45 0.0313 0.13 Q V | | | | 3+50 0.0323 0.15 Q V | | | | 3+55 0.0334 0.16 Q V | | | | 4+ 0 0.0345 0.16 Q V | | | | 4+ 5 0.0356 0.16 Q V | | | | 4+10 0.0367 0.16 Q V | | | | 4+15 0.0378 0.16 Q V | | | | 4+20 0.0390 0.17 Q V | | | | 4+25 0.0403 0.18 Q V | | | | 4+30 0.0416 0.19 Q V | | | | 4+35 0.0428 0.19 Q V | | | | 4+40 0.0441 0.19 Q V | | | | 4+45 0.0454 0.19 Q V | | | | 4+50 0.0468 0.20 Q V | | | | 4+55 0.0482 0.21 Q V | | | | 5+ 0 0.0497 0.21 Q V | | | | 5+ 5 0.0509 0.18 Q V | | | | 5+10 0.0520 0.16 Q V | | | | 5+15 0.0531 0.16 Q V | | | | 5+20 0.0543 0.17 Q V | | | | 5+25 0.0556 0.18 Q V | | | | 5+30 0.0569 0.19 Q V | | | | 5+35 0.0583 0.20 Q V | | | | 5+40 0.0597 0.21 Q V | | | | 5+45 0.0612 0.21 Q V | | | | 5+50 0.0626 0.21 Q V | | | | 5+55 0.0641 0.21 Q V | | | | 6+ 0 0.0655 0.21 Q V | | | | 6+ 5 0.0671 0.23 Q V | | | | 6+10 0.0687 0.24 Q V | | | | 6+15 0.0704 0.24 Q V | | | | 6+20 0.0720 0.24 Q V | | | | 6+25 0.0737 0.24 Q V | | | | 6+30 0.0753 0.24 Q V | | | | 6+35 0.0771 0.25 |Q V | | | | 6+40 0.0789 0.26 |Q V | | | | 6+45 0.0807 0.26 |Q V | | | | 6+50 0.0825 0.26 |Q V | | | | 6+55 0.0843 0.26 |Q V | | | | 7+ 0 0.0862 0.26 |Q V | | | | 7+ 5 0.0880 0.26 |Q V | | | | 8 7+10 0.0898 0.26 |Q V | | | | 7+15 0.0916 0.26 |Q V | | | | 7+20 0.0936 0.28 |Q V | | | | 7+25 0.0956 0.29 |Q V | | | | 7+30 0.0976 0.29 |Q V | | | | 7+35 0.0997 0.31 |Q V | | | | 7+40 0.1019 0.32 |Q V | | | | 7+45 0.1041 0.32 |Q V | | | | 7+50 0.1064 0.33 |Q V | | | | 7+55 0.1087 0.34 |Q V | | | | 8+ 0 0.1111 0.34 |Q V | | | | 8+ 5 0.1137 0.38 |Q V | | | | 8+10 0.1164 0.39 |Q V | | | | 8+15 0.1191 0.40 |Q V | | | | 8+20 0.1219 0.40 |Q V | | | | 8+25 0.1246 0.40 |Q V| | | | 8+30 0.1273 0.40 |Q V| | | | 8+35 0.1302 0.41 |Q V| | | | 8+40 0.1331 0.42 |Q V| | | | 8+45 0.1360 0.42 |Q V| | | | 8+50 0.1390 0.44 |Q V | | | 8+55 0.1421 0.45 |Q V | | | 9+ 0 0.1452 0.45 |Q V | | | 9+ 5 0.1485 0.48 |Q V | | | 9+10 0.1520 0.50 | Q V | | | 9+15 0.1555 0.50 | Q |V | | | 9+20 0.1590 0.52 | Q |V | | | 9+25 0.1627 0.53 | Q |V | | | 9+30 0.1663 0.53 | Q | V | | | 9+35 0.1701 0.55 | Q | V | | | 9+40 0.1739 0.55 | Q | V | | | 9+45 0.1777 0.56 | Q | V | | | 9+50 0.1817 0.57 | Q | V | | | 9+55 0.1857 0.58 | Q | V | | | 10+ 0 0.1897 0.58 | Q | V | | | 10+ 5 0.1929 0.47 |Q | V | | | 10+10 0.1957 0.41 |Q | V | | | 10+15 0.1984 0.40 |Q | V | | | 10+20 0.2012 0.40 |Q | V | | | 10+25 0.2039 0.40 |Q | V | | | 10+30 0.2066 0.40 |Q | V | | | 10+35 0.2099 0.48 |Q | V | | | 10+40 0.2135 0.52 | Q | V | | | 10+45 0.2172 0.53 | Q | V | | | 10+50 0.2208 0.53 | Q | V | | | 10+55 0.2245 0.53 | Q | V | | | 11+ 0 0.2281 0.53 | Q | V | | | 11+ 5 0.2317 0.51 | Q | V | | | 11+10 0.2351 0.50 | Q | V | | | 11+15 0.2386 0.50 | Q | V | | | 11+20 0.2421 0.50 | Q | V | | | 11+25 0.2455 0.50 | Q | V | | | 11+30 0.2490 0.50 | Q | V | | | 11+35 0.2522 0.47 |Q | V | | | 11+40 0.2553 0.45 |Q | V | | | 11+45 0.2584 0.45 |Q | V | | | 11+50 0.2617 0.47 |Q | V | | | 11+55 0.2649 0.48 |Q | V| | | 12+ 0 0.2682 0.48 |Q | V| | | 12+ 5 0.2723 0.59 | Q | V| | | 12+10 0.2768 0.65 | Q | V| | | 12+15 0.2813 0.66 | Q | V | | 12+20 0.2860 0.68 | Q | V | | 12+25 0.2907 0.69 | Q | |V | | 12+30 0.2955 0.69 | Q | |V | | 12+35 0.3004 0.72 | Q | |V | | 12+40 0.3055 0.74 | Q | | V | | 12+45 0.3106 0.74 | Q | | V | | 12+50 0.3158 0.76 | Q | | V | | 12+55 0.3211 0.77 | Q | | V | | 13+ 0 0.3264 0.77 | Q | | V | | 9 13+ 5 0.3328 0.93 | Q | | V | | 13+10 0.3400 1.04 | Q | | V | | 13+15 0.3472 1.06 | Q | | V | | 13+20 0.3546 1.06 | Q | | V | | 13+25 0.3620 1.07 | Q | | V | | 13+30 0.3694 1.08 | Q | | V | | 13+35 0.3749 0.80 | Q | | V | | 13+40 0.3792 0.63 | Q | | V | | 13+45 0.3834 0.61 | Q | | V | | 13+50 0.3876 0.61 | Q | | V | | 13+55 0.3918 0.61 | Q | | V | | 14+ 0 0.3960 0.61 | Q | | V | | 14+ 5 0.4006 0.67 | Q | | V | | 14+10 0.4055 0.71 | Q | | V| | 14+15 0.4104 0.71 | Q | | V| | 14+20 0.4153 0.70 | Q | | V| | 14+25 0.4200 0.69 | Q | | V | 14+30 0.4247 0.69 | Q | | V | 14+35 0.4295 0.69 | Q | | |V | 14+40 0.4342 0.69 | Q | | |V | 14+45 0.4390 0.69 | Q | | |V | 14+50 0.4436 0.67 | Q | | | V | 14+55 0.4482 0.66 | Q | | | V | 15+ 0 0.4527 0.66 | Q | | | V | 15+ 5 0.4572 0.65 | Q | | | V | 15+10 0.4616 0.64 | Q | | | V | 15+15 0.4659 0.64 | Q | | | V | 15+20 0.4702 0.62 | Q | | | V | 15+25 0.4744 0.61 | Q | | | V | 15+30 0.4786 0.61 | Q | | | V | 15+35 0.4823 0.54 | Q | | | V | 15+40 0.4858 0.51 | Q | | | V | 15+45 0.4893 0.50 | Q | | | V | 15+50 0.4928 0.50 | Q | | | V | 15+55 0.4962 0.50 | Q | | | V | 16+ 0 0.4997 0.50 | Q | | | V | 16+ 5 0.5015 0.26 |Q | | | V | 16+10 0.5023 0.12 Q | | | V | 16+15 0.5031 0.11 Q | | | V | 16+20 0.5038 0.11 Q | | | V | 16+25 0.5045 0.11 Q | | | V | 16+30 0.5053 0.11 Q | | | V | 16+35 0.5059 0.09 Q | | | V | 16+40 0.5064 0.08 Q | | | V | 16+45 0.5070 0.08 Q | | | V | 16+50 0.5075 0.08 Q | | | V | 16+55 0.5081 0.08 Q | | | V | 17+ 0 0.5086 0.08 Q | | | V | 17+ 5 0.5094 0.11 Q | | | V | 17+10 0.5103 0.13 Q | | | V | 17+15 0.5112 0.13 Q | | | V | 17+20 0.5121 0.13 Q | | | V | 17+25 0.5130 0.13 Q | | | V | 17+30 0.5139 0.13 Q | | | V | 17+35 0.5148 0.13 Q | | | V | 17+40 0.5158 0.13 Q | | | V | 17+45 0.5167 0.13 Q | | | V | 17+50 0.5175 0.12 Q | | | V | 17+55 0.5182 0.11 Q | | | V | 18+ 0 0.5189 0.11 Q | | | V | 18+ 5 0.5197 0.11 Q | | | V | 18+10 0.5204 0.11 Q | | | V | 18+15 0.5211 0.11 Q | | | V | 18+20 0.5218 0.11 Q | | | V | 18+25 0.5226 0.11 Q | | | V | 18+30 0.5233 0.11 Q | | | V | 18+35 0.5239 0.09 Q | | | V | 18+40 0.5245 0.08 Q | | | V | 18+45 0.5250 0.08 Q | | | V | 18+50 0.5255 0.06 Q | | | V | 18+55 0.5258 0.05 Q | | | V | 10 19+ 0 0.5262 0.05 Q | | | V | 19+ 5 0.5267 0.07 Q | | | V | 19+10 0.5272 0.08 Q | | | V | 19+15 0.5278 0.08 Q | | | V | 19+20 0.5284 0.10 Q | | | V | 19+25 0.5291 0.10 Q | | | V | 19+30 0.5299 0.11 Q | | | V | 19+35 0.5305 0.09 Q | | | V | 19+40 0.5310 0.08 Q | | | V | 19+45 0.5316 0.08 Q | | | V | 19+50 0.5320 0.06 Q | | | V | 19+55 0.5324 0.05 Q | | | V | 20+ 0 0.5328 0.05 Q | | | V | 20+ 5 0.5332 0.07 Q | | | V | 20+10 0.5338 0.08 Q | | | V | 20+15 0.5343 0.08 Q | | | V | 20+20 0.5349 0.08 Q | | | V | 20+25 0.5354 0.08 Q | | | V | 20+30 0.5360 0.08 Q | | | V | 20+35 0.5365 0.08 Q | | | V | 20+40 0.5371 0.08 Q | | | V | 20+45 0.5376 0.08 Q | | | V | 20+50 0.5380 0.06 Q | | | V | 20+55 0.5384 0.05 Q | | | V | 21+ 0 0.5388 0.05 Q | | | V | 21+ 5 0.5393 0.07 Q | | | V | 21+10 0.5398 0.08 Q | | | V | 21+15 0.5403 0.08 Q | | | V| 21+20 0.5408 0.06 Q | | | V| 21+25 0.5411 0.05 Q | | | V| 21+30 0.5415 0.05 Q | | | V| 21+35 0.5420 0.07 Q | | | V| 21+40 0.5425 0.08 Q | | | V| 21+45 0.5431 0.08 Q | | | V| 21+50 0.5435 0.06 Q | | | V| 21+55 0.5439 0.05 Q | | | V| 22+ 0 0.5442 0.05 Q | | | V| 22+ 5 0.5447 0.07 Q | | | V| 22+10 0.5453 0.08 Q | | | V| 22+15 0.5458 0.08 Q | | | V| 22+20 0.5462 0.06 Q | | | V| 22+25 0.5466 0.05 Q | | | V| 22+30 0.5470 0.05 Q | | | V| 22+35 0.5473 0.05 Q | | | V| 22+40 0.5477 0.05 Q | | | V| 22+45 0.5481 0.05 Q | | | V| 22+50 0.5484 0.05 Q | | | V| 22+55 0.5488 0.05 Q | | | V| 23+ 0 0.5492 0.05 Q | | | V| 23+ 5 0.5495 0.05 Q | | | V| 23+10 0.5499 0.05 Q | | | V| 23+15 0.5503 0.05 Q | | | V| 23+20 0.5506 0.05 Q | | | V| 23+25 0.5510 0.05 Q | | | V| 23+30 0.5514 0.05 Q | | | V| 23+35 0.5517 0.05 Q | | | V| 23+40 0.5521 0.05 Q | | | V| 23+45 0.5525 0.05 Q | | | V| 23+50 0.5528 0.05 Q | | | V| 23+55 0.5532 0.05 Q | | | V| 24+ 0 0.5535 0.05 Q | | | V| 24+ 5 0.5537 0.02 Q | | | V| 24+10 0.5537 0.00 Q | | | V ----------------------------------------------------------------------- Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Area “B” Post-Project Condition Unit Hydrograph Analysis 2-Year, 24-Hour Storm Duration 1 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 09/10/13 File: ARB242.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH FOR THE OPEN SPACE AREA POST-PROJECT CONDITION FN: ARB -------------------------------------------------------------------- Drainage Area = 2.40(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.40(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 930.00(Ft.) Length along longest watercourse measured to centroid = 451.00(Ft.) Length along longest watercourse = 0.176 Mi. Length along longest watercourse measured to centroid = 0.085 Mi. Difference in elevation = 19.00(Ft.) Slope along watercourse = 107.8710 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.060 Hr. Lag time = 3.60 Min. 25% of lag time = 0.90 Min. 40% of lag time = 1.44 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] 2.40 1.80 4.32 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.40 5.00 12.00 STORM EVENT (YEAR) = 2.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(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 % 2.400 82.93 0.000 Total Area Entered = 2.40(Ac.) 2 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 82.9 67.1 0.393 0.000 0.393 1.000 0.393 Sum (F) = 0.393 Area averaged mean soil loss (F) (In/Hr) = 0.393 Minimum soil loss rate ((In/Hr)) = 0.197 (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 0.083 138.781 30.361 0.734 2 0.167 277.562 47.785 1.156 3 0.250 416.342 11.884 0.287 4 0.333 555.123 5.246 0.127 5 0.417 693.904 2.811 0.068 6 0.500 832.685 1.914 0.046 Sum = 100.000 Sum= 2.419 ----------------------------------------------------------------------- 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 ( 0.697) 0.013 0.001 2 0.17 0.07 0.014 ( 0.695) 0.013 0.001 3 0.25 0.07 0.014 ( 0.692) 0.013 0.001 4 0.33 0.10 0.022 ( 0.689) 0.019 0.002 5 0.42 0.10 0.022 ( 0.686) 0.019 0.002 6 0.50 0.10 0.022 ( 0.684) 0.019 0.002 7 0.58 0.10 0.022 ( 0.681) 0.019 0.002 8 0.67 0.10 0.022 ( 0.678) 0.019 0.002 9 0.75 0.10 0.022 ( 0.676) 0.019 0.002 10 0.83 0.13 0.029 ( 0.673) 0.026 0.003 11 0.92 0.13 0.029 ( 0.670) 0.026 0.003 12 1.00 0.13 0.029 ( 0.668) 0.026 0.003 13 1.08 0.10 0.022 ( 0.665) 0.019 0.002 14 1.17 0.10 0.022 ( 0.663) 0.019 0.002 15 1.25 0.10 0.022 ( 0.660) 0.019 0.002 16 1.33 0.10 0.022 ( 0.657) 0.019 0.002 17 1.42 0.10 0.022 ( 0.655) 0.019 0.002 18 1.50 0.10 0.022 ( 0.652) 0.019 0.002 19 1.58 0.10 0.022 ( 0.649) 0.019 0.002 20 1.67 0.10 0.022 ( 0.647) 0.019 0.002 21 1.75 0.10 0.022 ( 0.644) 0.019 0.002 22 1.83 0.13 0.029 ( 0.642) 0.026 0.003 23 1.92 0.13 0.029 ( 0.639) 0.026 0.003 24 2.00 0.13 0.029 ( 0.637) 0.026 0.003 25 2.08 0.13 0.029 ( 0.634) 0.026 0.003 26 2.17 0.13 0.029 ( 0.631) 0.026 0.003 27 2.25 0.13 0.029 ( 0.629) 0.026 0.003 28 2.33 0.13 0.029 ( 0.626) 0.026 0.003 29 2.42 0.13 0.029 ( 0.624) 0.026 0.003 30 2.50 0.13 0.029 ( 0.621) 0.026 0.003 31 2.58 0.17 0.036 ( 0.619) 0.032 0.004 32 2.67 0.17 0.036 ( 0.616) 0.032 0.004 33 2.75 0.17 0.036 ( 0.614) 0.032 0.004 34 2.83 0.17 0.036 ( 0.611) 0.032 0.004 35 2.92 0.17 0.036 ( 0.608) 0.032 0.004 36 3.00 0.17 0.036 ( 0.606) 0.032 0.004 3 37 3.08 0.17 0.036 ( 0.603) 0.032 0.004 38 3.17 0.17 0.036 ( 0.601) 0.032 0.004 39 3.25 0.17 0.036 ( 0.598) 0.032 0.004 40 3.33 0.17 0.036 ( 0.596) 0.032 0.004 41 3.42 0.17 0.036 ( 0.593) 0.032 0.004 42 3.50 0.17 0.036 ( 0.591) 0.032 0.004 43 3.58 0.17 0.036 ( 0.589) 0.032 0.004 44 3.67 0.17 0.036 ( 0.586) 0.032 0.004 45 3.75 0.17 0.036 ( 0.584) 0.032 0.004 46 3.83 0.20 0.043 ( 0.581) 0.039 0.004 47 3.92 0.20 0.043 ( 0.579) 0.039 0.004 48 4.00 0.20 0.043 ( 0.576) 0.039 0.004 49 4.08 0.20 0.043 ( 0.574) 0.039 0.004 50 4.17 0.20 0.043 ( 0.571) 0.039 0.004 51 4.25 0.20 0.043 ( 0.569) 0.039 0.004 52 4.33 0.23 0.050 ( 0.566) 0.045 0.005 53 4.42 0.23 0.050 ( 0.564) 0.045 0.005 54 4.50 0.23 0.050 ( 0.562) 0.045 0.005 55 4.58 0.23 0.050 ( 0.559) 0.045 0.005 56 4.67 0.23 0.050 ( 0.557) 0.045 0.005 57 4.75 0.23 0.050 ( 0.554) 0.045 0.005 58 4.83 0.27 0.058 ( 0.552) 0.052 0.006 59 4.92 0.27 0.058 ( 0.550) 0.052 0.006 60 5.00 0.27 0.058 ( 0.547) 0.052 0.006 61 5.08 0.20 0.043 ( 0.545) 0.039 0.004 62 5.17 0.20 0.043 ( 0.543) 0.039 0.004 63 5.25 0.20 0.043 ( 0.540) 0.039 0.004 64 5.33 0.23 0.050 ( 0.538) 0.045 0.005 65 5.42 0.23 0.050 ( 0.535) 0.045 0.005 66 5.50 0.23 0.050 ( 0.533) 0.045 0.005 67 5.58 0.27 0.058 ( 0.531) 0.052 0.006 68 5.67 0.27 0.058 ( 0.528) 0.052 0.006 69 5.75 0.27 0.058 ( 0.526) 0.052 0.006 70 5.83 0.27 0.058 ( 0.524) 0.052 0.006 71 5.92 0.27 0.058 ( 0.521) 0.052 0.006 72 6.00 0.27 0.058 ( 0.519) 0.052 0.006 73 6.08 0.30 0.065 ( 0.517) 0.058 0.006 74 6.17 0.30 0.065 ( 0.515) 0.058 0.006 75 6.25 0.30 0.065 ( 0.512) 0.058 0.006 76 6.33 0.30 0.065 ( 0.510) 0.058 0.006 77 6.42 0.30 0.065 ( 0.508) 0.058 0.006 78 6.50 0.30 0.065 ( 0.505) 0.058 0.006 79 6.58 0.33 0.072 ( 0.503) 0.065 0.007 80 6.67 0.33 0.072 ( 0.501) 0.065 0.007 81 6.75 0.33 0.072 ( 0.499) 0.065 0.007 82 6.83 0.33 0.072 ( 0.496) 0.065 0.007 83 6.92 0.33 0.072 ( 0.494) 0.065 0.007 84 7.00 0.33 0.072 ( 0.492) 0.065 0.007 85 7.08 0.33 0.072 ( 0.490) 0.065 0.007 86 7.17 0.33 0.072 ( 0.487) 0.065 0.007 87 7.25 0.33 0.072 ( 0.485) 0.065 0.007 88 7.33 0.37 0.079 ( 0.483) 0.071 0.008 89 7.42 0.37 0.079 ( 0.481) 0.071 0.008 90 7.50 0.37 0.079 ( 0.479) 0.071 0.008 91 7.58 0.40 0.086 ( 0.476) 0.078 0.009 92 7.67 0.40 0.086 ( 0.474) 0.078 0.009 93 7.75 0.40 0.086 ( 0.472) 0.078 0.009 94 7.83 0.43 0.094 ( 0.470) 0.084 0.009 95 7.92 0.43 0.094 ( 0.468) 0.084 0.009 96 8.00 0.43 0.094 ( 0.465) 0.084 0.009 97 8.08 0.50 0.108 ( 0.463) 0.097 0.011 98 8.17 0.50 0.108 ( 0.461) 0.097 0.011 99 8.25 0.50 0.108 ( 0.459) 0.097 0.011 100 8.33 0.50 0.108 ( 0.457) 0.097 0.011 101 8.42 0.50 0.108 ( 0.455) 0.097 0.011 102 8.50 0.50 0.108 ( 0.453) 0.097 0.011 103 8.58 0.53 0.115 ( 0.450) 0.104 0.012 104 8.67 0.53 0.115 ( 0.448) 0.104 0.012 105 8.75 0.53 0.115 ( 0.446) 0.104 0.012 106 8.83 0.57 0.122 ( 0.444) 0.110 0.012 107 8.92 0.57 0.122 ( 0.442) 0.110 0.012 4 108 9.00 0.57 0.122 ( 0.440) 0.110 0.012 109 9.08 0.63 0.137 ( 0.438) 0.123 0.014 110 9.17 0.63 0.137 ( 0.436) 0.123 0.014 111 9.25 0.63 0.137 ( 0.434) 0.123 0.014 112 9.33 0.67 0.144 ( 0.432) 0.130 0.014 113 9.42 0.67 0.144 ( 0.430) 0.130 0.014 114 9.50 0.67 0.144 ( 0.428) 0.130 0.014 115 9.58 0.70 0.151 ( 0.425) 0.136 0.015 116 9.67 0.70 0.151 ( 0.423) 0.136 0.015 117 9.75 0.70 0.151 ( 0.421) 0.136 0.015 118 9.83 0.73 0.158 ( 0.419) 0.143 0.016 119 9.92 0.73 0.158 ( 0.417) 0.143 0.016 120 10.00 0.73 0.158 ( 0.415) 0.143 0.016 121 10.08 0.50 0.108 ( 0.413) 0.097 0.011 122 10.17 0.50 0.108 ( 0.411) 0.097 0.011 123 10.25 0.50 0.108 ( 0.409) 0.097 0.011 124 10.33 0.50 0.108 ( 0.407) 0.097 0.011 125 10.42 0.50 0.108 ( 0.405) 0.097 0.011 126 10.50 0.50 0.108 ( 0.403) 0.097 0.011 127 10.58 0.67 0.144 ( 0.401) 0.130 0.014 128 10.67 0.67 0.144 ( 0.399) 0.130 0.014 129 10.75 0.67 0.144 ( 0.397) 0.130 0.014 130 10.83 0.67 0.144 ( 0.396) 0.130 0.014 131 10.92 0.67 0.144 ( 0.394) 0.130 0.014 132 11.00 0.67 0.144 ( 0.392) 0.130 0.014 133 11.08 0.63 0.137 ( 0.390) 0.123 0.014 134 11.17 0.63 0.137 ( 0.388) 0.123 0.014 135 11.25 0.63 0.137 ( 0.386) 0.123 0.014 136 11.33 0.63 0.137 ( 0.384) 0.123 0.014 137 11.42 0.63 0.137 ( 0.382) 0.123 0.014 138 11.50 0.63 0.137 ( 0.380) 0.123 0.014 139 11.58 0.57 0.122 ( 0.378) 0.110 0.012 140 11.67 0.57 0.122 ( 0.376) 0.110 0.012 141 11.75 0.57 0.122 ( 0.375) 0.110 0.012 142 11.83 0.60 0.130 ( 0.373) 0.117 0.013 143 11.92 0.60 0.130 ( 0.371) 0.117 0.013 144 12.00 0.60 0.130 ( 0.369) 0.117 0.013 145 12.08 0.83 0.180 ( 0.367) 0.162 0.018 146 12.17 0.83 0.180 ( 0.365) 0.162 0.018 147 12.25 0.83 0.180 ( 0.363) 0.162 0.018 148 12.33 0.87 0.187 ( 0.362) 0.168 0.019 149 12.42 0.87 0.187 ( 0.360) 0.168 0.019 150 12.50 0.87 0.187 ( 0.358) 0.168 0.019 151 12.58 0.93 0.202 ( 0.356) 0.181 0.020 152 12.67 0.93 0.202 ( 0.354) 0.181 0.020 153 12.75 0.93 0.202 ( 0.353) 0.181 0.020 154 12.83 0.97 0.209 ( 0.351) 0.188 0.021 155 12.92 0.97 0.209 ( 0.349) 0.188 0.021 156 13.00 0.97 0.209 ( 0.347) 0.188 0.021 157 13.08 1.13 0.245 ( 0.346) 0.220 0.024 158 13.17 1.13 0.245 ( 0.344) 0.220 0.024 159 13.25 1.13 0.245 ( 0.342) 0.220 0.024 160 13.33 1.13 0.245 ( 0.340) 0.220 0.024 161 13.42 1.13 0.245 ( 0.339) 0.220 0.024 162 13.50 1.13 0.245 ( 0.337) 0.220 0.024 163 13.58 0.77 0.166 ( 0.335) 0.149 0.017 164 13.67 0.77 0.166 ( 0.333) 0.149 0.017 165 13.75 0.77 0.166 ( 0.332) 0.149 0.017 166 13.83 0.77 0.166 ( 0.330) 0.149 0.017 167 13.92 0.77 0.166 ( 0.328) 0.149 0.017 168 14.00 0.77 0.166 ( 0.327) 0.149 0.017 169 14.08 0.90 0.194 ( 0.325) 0.175 0.019 170 14.17 0.90 0.194 ( 0.323) 0.175 0.019 171 14.25 0.90 0.194 ( 0.322) 0.175 0.019 172 14.33 0.87 0.187 ( 0.320) 0.168 0.019 173 14.42 0.87 0.187 ( 0.318) 0.168 0.019 174 14.50 0.87 0.187 ( 0.317) 0.168 0.019 175 14.58 0.87 0.187 ( 0.315) 0.168 0.019 176 14.67 0.87 0.187 ( 0.314) 0.168 0.019 177 14.75 0.87 0.187 ( 0.312) 0.168 0.019 178 14.83 0.83 0.180 ( 0.310) 0.162 0.018 5 179 14.92 0.83 0.180 ( 0.309) 0.162 0.018 180 15.00 0.83 0.180 ( 0.307) 0.162 0.018 181 15.08 0.80 0.173 ( 0.306) 0.156 0.017 182 15.17 0.80 0.173 ( 0.304) 0.156 0.017 183 15.25 0.80 0.173 ( 0.302) 0.156 0.017 184 15.33 0.77 0.166 ( 0.301) 0.149 0.017 185 15.42 0.77 0.166 ( 0.299) 0.149 0.017 186 15.50 0.77 0.166 ( 0.298) 0.149 0.017 187 15.58 0.63 0.137 ( 0.296) 0.123 0.014 188 15.67 0.63 0.137 ( 0.295) 0.123 0.014 189 15.75 0.63 0.137 ( 0.293) 0.123 0.014 190 15.83 0.63 0.137 ( 0.292) 0.123 0.014 191 15.92 0.63 0.137 ( 0.290) 0.123 0.014 192 16.00 0.63 0.137 ( 0.289) 0.123 0.014 193 16.08 0.13 0.029 ( 0.287) 0.026 0.003 194 16.17 0.13 0.029 ( 0.286) 0.026 0.003 195 16.25 0.13 0.029 ( 0.284) 0.026 0.003 196 16.33 0.13 0.029 ( 0.283) 0.026 0.003 197 16.42 0.13 0.029 ( 0.282) 0.026 0.003 198 16.50 0.13 0.029 ( 0.280) 0.026 0.003 199 16.58 0.10 0.022 ( 0.279) 0.019 0.002 200 16.67 0.10 0.022 ( 0.277) 0.019 0.002 201 16.75 0.10 0.022 ( 0.276) 0.019 0.002 202 16.83 0.10 0.022 ( 0.274) 0.019 0.002 203 16.92 0.10 0.022 ( 0.273) 0.019 0.002 204 17.00 0.10 0.022 ( 0.272) 0.019 0.002 205 17.08 0.17 0.036 ( 0.270) 0.032 0.004 206 17.17 0.17 0.036 ( 0.269) 0.032 0.004 207 17.25 0.17 0.036 ( 0.268) 0.032 0.004 208 17.33 0.17 0.036 ( 0.266) 0.032 0.004 209 17.42 0.17 0.036 ( 0.265) 0.032 0.004 210 17.50 0.17 0.036 ( 0.264) 0.032 0.004 211 17.58 0.17 0.036 ( 0.262) 0.032 0.004 212 17.67 0.17 0.036 ( 0.261) 0.032 0.004 213 17.75 0.17 0.036 ( 0.260) 0.032 0.004 214 17.83 0.13 0.029 ( 0.258) 0.026 0.003 215 17.92 0.13 0.029 ( 0.257) 0.026 0.003 216 18.00 0.13 0.029 ( 0.256) 0.026 0.003 217 18.08 0.13 0.029 ( 0.255) 0.026 0.003 218 18.17 0.13 0.029 ( 0.253) 0.026 0.003 219 18.25 0.13 0.029 ( 0.252) 0.026 0.003 220 18.33 0.13 0.029 ( 0.251) 0.026 0.003 221 18.42 0.13 0.029 ( 0.250) 0.026 0.003 222 18.50 0.13 0.029 ( 0.248) 0.026 0.003 223 18.58 0.10 0.022 ( 0.247) 0.019 0.002 224 18.67 0.10 0.022 ( 0.246) 0.019 0.002 225 18.75 0.10 0.022 ( 0.245) 0.019 0.002 226 18.83 0.07 0.014 ( 0.244) 0.013 0.001 227 18.92 0.07 0.014 ( 0.242) 0.013 0.001 228 19.00 0.07 0.014 ( 0.241) 0.013 0.001 229 19.08 0.10 0.022 ( 0.240) 0.019 0.002 230 19.17 0.10 0.022 ( 0.239) 0.019 0.002 231 19.25 0.10 0.022 ( 0.238) 0.019 0.002 232 19.33 0.13 0.029 ( 0.237) 0.026 0.003 233 19.42 0.13 0.029 ( 0.236) 0.026 0.003 234 19.50 0.13 0.029 ( 0.235) 0.026 0.003 235 19.58 0.10 0.022 ( 0.234) 0.019 0.002 236 19.67 0.10 0.022 ( 0.233) 0.019 0.002 237 19.75 0.10 0.022 ( 0.231) 0.019 0.002 238 19.83 0.07 0.014 ( 0.230) 0.013 0.001 239 19.92 0.07 0.014 ( 0.229) 0.013 0.001 240 20.00 0.07 0.014 ( 0.228) 0.013 0.001 241 20.08 0.10 0.022 ( 0.227) 0.019 0.002 242 20.17 0.10 0.022 ( 0.226) 0.019 0.002 243 20.25 0.10 0.022 ( 0.225) 0.019 0.002 244 20.33 0.10 0.022 ( 0.224) 0.019 0.002 245 20.42 0.10 0.022 ( 0.223) 0.019 0.002 246 20.50 0.10 0.022 ( 0.223) 0.019 0.002 247 20.58 0.10 0.022 ( 0.222) 0.019 0.002 248 20.67 0.10 0.022 ( 0.221) 0.019 0.002 249 20.75 0.10 0.022 ( 0.220) 0.019 0.002 6 250 20.83 0.07 0.014 ( 0.219) 0.013 0.001 251 20.92 0.07 0.014 ( 0.218) 0.013 0.001 252 21.00 0.07 0.014 ( 0.217) 0.013 0.001 253 21.08 0.10 0.022 ( 0.216) 0.019 0.002 254 21.17 0.10 0.022 ( 0.215) 0.019 0.002 255 21.25 0.10 0.022 ( 0.215) 0.019 0.002 256 21.33 0.07 0.014 ( 0.214) 0.013 0.001 257 21.42 0.07 0.014 ( 0.213) 0.013 0.001 258 21.50 0.07 0.014 ( 0.212) 0.013 0.001 259 21.58 0.10 0.022 ( 0.211) 0.019 0.002 260 21.67 0.10 0.022 ( 0.211) 0.019 0.002 261 21.75 0.10 0.022 ( 0.210) 0.019 0.002 262 21.83 0.07 0.014 ( 0.209) 0.013 0.001 263 21.92 0.07 0.014 ( 0.208) 0.013 0.001 264 22.00 0.07 0.014 ( 0.208) 0.013 0.001 265 22.08 0.10 0.022 ( 0.207) 0.019 0.002 266 22.17 0.10 0.022 ( 0.206) 0.019 0.002 267 22.25 0.10 0.022 ( 0.206) 0.019 0.002 268 22.33 0.07 0.014 ( 0.205) 0.013 0.001 269 22.42 0.07 0.014 ( 0.204) 0.013 0.001 270 22.50 0.07 0.014 ( 0.204) 0.013 0.001 271 22.58 0.07 0.014 ( 0.203) 0.013 0.001 272 22.67 0.07 0.014 ( 0.203) 0.013 0.001 273 22.75 0.07 0.014 ( 0.202) 0.013 0.001 274 22.83 0.07 0.014 ( 0.202) 0.013 0.001 275 22.92 0.07 0.014 ( 0.201) 0.013 0.001 276 23.00 0.07 0.014 ( 0.201) 0.013 0.001 277 23.08 0.07 0.014 ( 0.200) 0.013 0.001 278 23.17 0.07 0.014 ( 0.200) 0.013 0.001 279 23.25 0.07 0.014 ( 0.199) 0.013 0.001 280 23.33 0.07 0.014 ( 0.199) 0.013 0.001 281 23.42 0.07 0.014 ( 0.198) 0.013 0.001 282 23.50 0.07 0.014 ( 0.198) 0.013 0.001 283 23.58 0.07 0.014 ( 0.198) 0.013 0.001 284 23.67 0.07 0.014 ( 0.197) 0.013 0.001 285 23.75 0.07 0.014 ( 0.197) 0.013 0.001 286 23.83 0.07 0.014 ( 0.197) 0.013 0.001 287 23.92 0.07 0.014 ( 0.197) 0.013 0.001 288 24.00 0.07 0.014 ( 0.197) 0.013 0.001 (Loss Rate Not Used) Sum = 100.0 Sum = 2.2 Flood volume = Effective rainfall 0.18(In) times area 2.4(Ac.)/[(In)/(Ft.)] = 0.0(Ac.Ft) Total soil loss = 1.62(In) Total soil loss = 0.324(Ac.Ft) Total rainfall = 1.80(In) Flood volume = 1568.2 Cubic Feet Total soil loss = 14113.4 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.059(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 0.01 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 | | | | 7 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 0.0008 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 0.0014 0.01 QV | | | | 2+55 0.0014 0.01 QV | | | | 3+ 0 0.0015 0.01 QV | | | | 3+ 5 0.0015 0.01 QV | | | | 3+10 0.0016 0.01 QV | | | | 3+15 0.0017 0.01 QV | | | | 3+20 0.0017 0.01 QV | | | | 3+25 0.0018 0.01 QV | | | | 3+30 0.0018 0.01 Q V | | | | 3+35 0.0019 0.01 Q V | | | | 3+40 0.0020 0.01 Q V | | | | 3+45 0.0020 0.01 Q V | | | | 3+50 0.0021 0.01 Q V | | | | 3+55 0.0022 0.01 Q V | | | | 4+ 0 0.0022 0.01 Q V | | | | 4+ 5 0.0023 0.01 Q V | | | | 4+10 0.0024 0.01 Q V | | | | 4+15 0.0024 0.01 Q V | | | | 4+20 0.0025 0.01 Q V | | | | 4+25 0.0026 0.01 Q V | | | | 4+30 0.0027 0.01 Q V | | | | 4+35 0.0028 0.01 Q V | | | | 4+40 0.0028 0.01 Q V | | | | 4+45 0.0029 0.01 Q V | | | | 4+50 0.0030 0.01 Q V | | | | 4+55 0.0031 0.01 Q V | | | | 5+ 0 0.0032 0.01 Q V | | | | 5+ 5 0.0033 0.01 Q V | | | | 5+10 0.0034 0.01 Q V | | | | 5+15 0.0034 0.01 Q V | | | | 5+20 0.0035 0.01 Q V | | | | 5+25 0.0036 0.01 Q V | | | | 5+30 0.0037 0.01 Q V | | | | 5+35 0.0038 0.01 Q V | | | | 5+40 0.0039 0.01 Q V | | | | 5+45 0.0040 0.01 Q V | | | | 5+50 0.0041 0.01 Q V | | | | 5+55 0.0042 0.01 Q V | | | | 6+ 0 0.0043 0.01 Q V | | | | 6+ 5 0.0044 0.01 Q V | | | | 6+10 0.0045 0.02 Q V | | | | 6+15 0.0046 0.02 Q V | | | | 6+20 0.0047 0.02 Q V | | | | 6+25 0.0048 0.02 Q V | | | | 6+30 0.0049 0.02 Q V | | | | 6+35 0.0050 0.02 Q V | | | | 6+40 0.0051 0.02 Q V | | | | 6+45 0.0052 0.02 Q V | | | | 6+50 0.0054 0.02 Q V | | | | 8 6+55 0.0055 0.02 Q V | | | | 7+ 0 0.0056 0.02 Q V | | | | 7+ 5 0.0057 0.02 Q V | | | | 7+10 0.0058 0.02 Q V | | | | 7+15 0.0060 0.02 Q V | | | | 7+20 0.0061 0.02 Q V | | | | 7+25 0.0062 0.02 Q V | | | | 7+30 0.0063 0.02 Q V | | | | 7+35 0.0065 0.02 Q V | | | | 7+40 0.0066 0.02 Q V | | | | 7+45 0.0068 0.02 Q V | | | | 7+50 0.0069 0.02 Q V | | | | 7+55 0.0071 0.02 Q V | | | | 8+ 0 0.0072 0.02 Q V | | | | 8+ 5 0.0074 0.02 Q V | | | | 8+10 0.0075 0.03 Q V | | | | 8+15 0.0077 0.03 Q V | | | | 8+20 0.0079 0.03 Q V | | | | 8+25 0.0081 0.03 Q V | | | | 8+30 0.0083 0.03 Q V| | | | 8+35 0.0084 0.03 Q V| | | | 8+40 0.0086 0.03 Q V| | | | 8+45 0.0088 0.03 Q V| | | | 8+50 0.0090 0.03 Q V | | | 8+55 0.0092 0.03 Q V | | | 9+ 0 0.0094 0.03 Q V | | | 9+ 5 0.0096 0.03 Q V | | | 9+10 0.0099 0.03 Q V | | | 9+15 0.0101 0.03 Q |V | | | 9+20 0.0103 0.03 Q |V | | | 9+25 0.0106 0.03 Q |V | | | 9+30 0.0108 0.03 Q |V | | | 9+35 0.0110 0.04 Q | V | | | 9+40 0.0113 0.04 Q | V | | | 9+45 0.0115 0.04 Q | V | | | 9+50 0.0118 0.04 Q | V | | | 9+55 0.0121 0.04 Q | V | | | 10+ 0 0.0123 0.04 Q | V | | | 10+ 5 0.0126 0.03 Q | V | | | 10+10 0.0128 0.03 Q | V | | | 10+15 0.0129 0.03 Q | V | | | 10+20 0.0131 0.03 Q | V | | | 10+25 0.0133 0.03 Q | V | | | 10+30 0.0135 0.03 Q | V | | | 10+35 0.0137 0.03 Q | V | | | 10+40 0.0139 0.03 Q | V | | | 10+45 0.0141 0.03 Q | V | | | 10+50 0.0144 0.03 Q | V | | | 10+55 0.0146 0.03 Q | V | | | 11+ 0 0.0149 0.03 Q | V | | | 11+ 5 0.0151 0.03 Q | V | | | 11+10 0.0153 0.03 Q | V | | | 11+15 0.0156 0.03 Q | V | | | 11+20 0.0158 0.03 Q | V | | | 11+25 0.0160 0.03 Q | V | | | 11+30 0.0162 0.03 Q | V | | | 11+35 0.0165 0.03 Q | V | | | 11+40 0.0167 0.03 Q | V | | | 11+45 0.0169 0.03 Q | V | | | 11+50 0.0171 0.03 Q | V | | | 11+55 0.0173 0.03 Q | V| | | 12+ 0 0.0175 0.03 Q | V| | | 12+ 5 0.0178 0.03 Q | V| | | 12+10 0.0180 0.04 Q | V | | 12+15 0.0183 0.04 Q | V | | 12+20 0.0186 0.04 Q | V | | 12+25 0.0189 0.04 Q | |V | | 12+30 0.0192 0.05 Q | |V | | 12+35 0.0196 0.05 Q | |V | | 12+40 0.0199 0.05 Q | | V | | 12+45 0.0202 0.05 Q | | V | | 9 12+50 0.0206 0.05 Q | | V | | 12+55 0.0209 0.05 Q | | V | | 13+ 0 0.0213 0.05 Q | | V | | 13+ 5 0.0216 0.05 Q | | V | | 13+10 0.0220 0.06 Q | | V | | 13+15 0.0224 0.06 Q | | V | | 13+20 0.0228 0.06 Q | | V | | 13+25 0.0232 0.06 Q | | V | | 13+30 0.0236 0.06 Q | | V | | 13+35 0.0240 0.05 Q | | V | | 13+40 0.0243 0.04 Q | | V | | 13+45 0.0246 0.04 Q | | V | | 13+50 0.0249 0.04 Q | | V | | 13+55 0.0252 0.04 Q | | V | | 14+ 0 0.0254 0.04 Q | | V | | 14+ 5 0.0257 0.04 Q | | V | | 14+10 0.0260 0.05 Q | | V | | 14+15 0.0264 0.05 Q | | V| | 14+20 0.0267 0.05 Q | | V| | 14+25 0.0270 0.05 Q | | V| | 14+30 0.0273 0.05 Q | | V | 14+35 0.0276 0.05 Q | | V | 14+40 0.0279 0.05 Q | | |V | 14+45 0.0282 0.05 Q | | |V | 14+50 0.0286 0.04 Q | | |V | 14+55 0.0289 0.04 Q | | | V | 15+ 0 0.0292 0.04 Q | | | V | 15+ 5 0.0295 0.04 Q | | | V | 15+10 0.0297 0.04 Q | | | V | 15+15 0.0300 0.04 Q | | | V | 15+20 0.0303 0.04 Q | | | V | 15+25 0.0306 0.04 Q | | | V | 15+30 0.0309 0.04 Q | | | V | 15+35 0.0311 0.04 Q | | | V | 15+40 0.0314 0.03 Q | | | V | 15+45 0.0316 0.03 Q | | | V | 15+50 0.0318 0.03 Q | | | V | 15+55 0.0321 0.03 Q | | | V | 16+ 0 0.0323 0.03 Q | | | V | 16+ 5 0.0325 0.03 Q | | | V | 16+10 0.0326 0.01 Q | | | V | 16+15 0.0326 0.01 Q | | | V | 16+20 0.0327 0.01 Q | | | V | 16+25 0.0327 0.01 Q | | | V | 16+30 0.0328 0.01 Q | | | V | 16+35 0.0328 0.01 Q | | | V | 16+40 0.0329 0.01 Q | | | V | 16+45 0.0329 0.01 Q | | | V | 16+50 0.0329 0.01 Q | | | V | 16+55 0.0330 0.01 Q | | | V | 17+ 0 0.0330 0.01 Q | | | V | 17+ 5 0.0331 0.01 Q | | | V | 17+10 0.0331 0.01 Q | | | V | 17+15 0.0332 0.01 Q | | | V | 17+20 0.0332 0.01 Q | | | V | 17+25 0.0333 0.01 Q | | | V | 17+30 0.0333 0.01 Q | | | V | 17+35 0.0334 0.01 Q | | | V | 17+40 0.0335 0.01 Q | | | V | 17+45 0.0335 0.01 Q | | | V | 17+50 0.0336 0.01 Q | | | V | 17+55 0.0336 0.01 Q | | | V | 18+ 0 0.0337 0.01 Q | | | V | 18+ 5 0.0337 0.01 Q | | | V | 18+10 0.0338 0.01 Q | | | V | 18+15 0.0338 0.01 Q | | | V | 18+20 0.0339 0.01 Q | | | V | 18+25 0.0339 0.01 Q | | | V | 18+30 0.0340 0.01 Q | | | V | 18+35 0.0340 0.01 Q | | | V | 18+40 0.0341 0.01 Q | | | V | 10 18+45 0.0341 0.01 Q | | | V | 18+50 0.0341 0.00 Q | | | V | 18+55 0.0341 0.00 Q | | | V | 19+ 0 0.0342 0.00 Q | | | V | 19+ 5 0.0342 0.00 Q | | | V | 19+10 0.0342 0.00 Q | | | V | 19+15 0.0343 0.01 Q | | | V | 19+20 0.0343 0.01 Q | | | V | 19+25 0.0344 0.01 Q | | | V | 19+30 0.0344 0.01 Q | | | V | 19+35 0.0344 0.01 Q | | | V | 19+40 0.0345 0.01 Q | | | V | 19+45 0.0345 0.01 Q | | | V | 19+50 0.0346 0.00 Q | | | V | 19+55 0.0346 0.00 Q | | | V | 20+ 0 0.0346 0.00 Q | | | V | 20+ 5 0.0346 0.00 Q | | | V | 20+10 0.0347 0.00 Q | | | V | 20+15 0.0347 0.01 Q | | | V | 20+20 0.0347 0.01 Q | | | V | 20+25 0.0348 0.01 Q | | | V | 20+30 0.0348 0.01 Q | | | V | 20+35 0.0348 0.01 Q | | | V | 20+40 0.0349 0.01 Q | | | V | 20+45 0.0349 0.01 Q | | | V | 20+50 0.0349 0.00 Q | | | V | 20+55 0.0350 0.00 Q | | | V | 21+ 0 0.0350 0.00 Q | | | V | 21+ 5 0.0350 0.00 Q | | | V | 21+10 0.0351 0.00 Q | | | V | 21+15 0.0351 0.01 Q | | | V | 21+20 0.0351 0.00 Q | | | V| 21+25 0.0352 0.00 Q | | | V| 21+30 0.0352 0.00 Q | | | V| 21+35 0.0352 0.00 Q | | | V| 21+40 0.0352 0.00 Q | | | V| 21+45 0.0353 0.01 Q | | | V| 21+50 0.0353 0.00 Q | | | V| 21+55 0.0353 0.00 Q | | | V| 22+ 0 0.0354 0.00 Q | | | V| 22+ 5 0.0354 0.00 Q | | | V| 22+10 0.0354 0.00 Q | | | V| 22+15 0.0355 0.01 Q | | | V| 22+20 0.0355 0.00 Q | | | V| 22+25 0.0355 0.00 Q | | | V| 22+30 0.0355 0.00 Q | | | V| 22+35 0.0356 0.00 Q | | | V| 22+40 0.0356 0.00 Q | | | V| 22+45 0.0356 0.00 Q | | | V| 22+50 0.0356 0.00 Q | | | V| 22+55 0.0357 0.00 Q | | | V| 23+ 0 0.0357 0.00 Q | | | V| 23+ 5 0.0357 0.00 Q | | | V| 23+10 0.0357 0.00 Q | | | V| 23+15 0.0358 0.00 Q | | | V| 23+20 0.0358 0.00 Q | | | V| 23+25 0.0358 0.00 Q | | | V| 23+30 0.0358 0.00 Q | | | V| 23+35 0.0359 0.00 Q | | | V| 23+40 0.0359 0.00 Q | | | V| 23+45 0.0359 0.00 Q | | | V| 23+50 0.0359 0.00 Q | | | V| 23+55 0.0359 0.00 Q | | | V| 24+ 0 0.0360 0.00 Q | | | V| 24+ 5 0.0360 0.00 Q | | | V| 24+10 0.0360 0.00 Q | | | V| 24+15 0.0360 0.00 Q | | | V| 24+20 0.0360 0.00 Q | | | V| 24+25 0.0360 0.00 Q | | | V ----------------------------------------------------------------------- Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Area “B” Post-Project Condition Unit Hydrograph Analysis 10-Year, 24-Hour Storm Duration 1 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 09/10/13 File: ARB2410.out ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method RCFC & WCD Manual date - April 1978 Program License Serial Number 6269 --------------------------------------------------------------------- English (in-lb) Input Units Used English Rainfall Data (Inches) Input Values Used English Units used in output format --------------------------------------------------------------------- TTM 33584 UNIT HYDROGRAPH FOR THE OPEN SPACE AREA POST-PROJECT CONDITION FN: ARB -------------------------------------------------------------------- Drainage Area = 2.40(Ac.) = 0.004 Sq. Mi. Drainage Area for Depth-Area Areal Adjustment = 2.40(Ac.) = 0.004 Sq. Mi. Length along longest watercourse = 930.00(Ft.) Length along longest watercourse measured to centroid = 451.00(Ft.) Length along longest watercourse = 0.176 Mi. Length along longest watercourse measured to centroid = 0.085 Mi. Difference in elevation = 19.00(Ft.) Slope along watercourse = 107.8710 Ft./Mi. Average Manning's 'N' = 0.030 Lag time = 0.060 Hr. Lag time = 3.60 Min. 25% of lag time = 0.90 Min. 40% of lag time = 1.44 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] 2.40 1.80 4.32 100 YEAR Area rainfall data: Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2] 2.40 5.00 12.00 STORM EVENT (YEAR) = 10.00 Area Averaged 2-Year Rainfall = 1.800(In) Area Averaged 100-Year Rainfall = 5.000(In) Point rain (area averaged) = 3.117(In) Areal adjustment factor = 100.00 % Adjusted average point rain = 3.116(In) Sub-Area Data: Area(Ac.) Runoff Index Impervious % 2.400 82.93 0.000 Total Area Entered = 2.40(Ac.) 2 RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F AMC2 AMC-2 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr) 82.9 82.9 0.211 0.000 0.211 1.000 0.211 Sum (F) = 0.211 Area averaged mean soil loss (F) (In/Hr) = 0.211 Minimum soil loss rate ((In/Hr)) = 0.105 (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 0.083 138.781 30.361 0.734 2 0.167 277.562 47.785 1.156 3 0.250 416.342 11.884 0.287 4 0.333 555.123 5.246 0.127 5 0.417 693.904 2.811 0.068 6 0.500 832.685 1.914 0.046 Sum = 100.000 Sum= 2.419 ----------------------------------------------------------------------- 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 0.025 ( 0.373) 0.022 0.002 2 0.17 0.07 0.025 ( 0.372) 0.022 0.002 3 0.25 0.07 0.025 ( 0.370) 0.022 0.002 4 0.33 0.10 0.037 ( 0.369) 0.034 0.004 5 0.42 0.10 0.037 ( 0.368) 0.034 0.004 6 0.50 0.10 0.037 ( 0.366) 0.034 0.004 7 0.58 0.10 0.037 ( 0.365) 0.034 0.004 8 0.67 0.10 0.037 ( 0.363) 0.034 0.004 9 0.75 0.10 0.037 ( 0.362) 0.034 0.004 10 0.83 0.13 0.050 ( 0.360) 0.045 0.005 11 0.92 0.13 0.050 ( 0.359) 0.045 0.005 12 1.00 0.13 0.050 ( 0.358) 0.045 0.005 13 1.08 0.10 0.037 ( 0.356) 0.034 0.004 14 1.17 0.10 0.037 ( 0.355) 0.034 0.004 15 1.25 0.10 0.037 ( 0.353) 0.034 0.004 16 1.33 0.10 0.037 ( 0.352) 0.034 0.004 17 1.42 0.10 0.037 ( 0.351) 0.034 0.004 18 1.50 0.10 0.037 ( 0.349) 0.034 0.004 19 1.58 0.10 0.037 ( 0.348) 0.034 0.004 20 1.67 0.10 0.037 ( 0.346) 0.034 0.004 21 1.75 0.10 0.037 ( 0.345) 0.034 0.004 22 1.83 0.13 0.050 ( 0.344) 0.045 0.005 23 1.92 0.13 0.050 ( 0.342) 0.045 0.005 24 2.00 0.13 0.050 ( 0.341) 0.045 0.005 25 2.08 0.13 0.050 ( 0.339) 0.045 0.005 26 2.17 0.13 0.050 ( 0.338) 0.045 0.005 27 2.25 0.13 0.050 ( 0.337) 0.045 0.005 28 2.33 0.13 0.050 ( 0.335) 0.045 0.005 29 2.42 0.13 0.050 ( 0.334) 0.045 0.005 30 2.50 0.13 0.050 ( 0.333) 0.045 0.005 31 2.58 0.17 0.062 ( 0.331) 0.056 0.006 32 2.67 0.17 0.062 ( 0.330) 0.056 0.006 33 2.75 0.17 0.062 ( 0.329) 0.056 0.006 34 2.83 0.17 0.062 ( 0.327) 0.056 0.006 35 2.92 0.17 0.062 ( 0.326) 0.056 0.006 36 3.00 0.17 0.062 ( 0.324) 0.056 0.006 3 37 3.08 0.17 0.062 ( 0.323) 0.056 0.006 38 3.17 0.17 0.062 ( 0.322) 0.056 0.006 39 3.25 0.17 0.062 ( 0.320) 0.056 0.006 40 3.33 0.17 0.062 ( 0.319) 0.056 0.006 41 3.42 0.17 0.062 ( 0.318) 0.056 0.006 42 3.50 0.17 0.062 ( 0.316) 0.056 0.006 43 3.58 0.17 0.062 ( 0.315) 0.056 0.006 44 3.67 0.17 0.062 ( 0.314) 0.056 0.006 45 3.75 0.17 0.062 ( 0.312) 0.056 0.006 46 3.83 0.20 0.075 ( 0.311) 0.067 0.007 47 3.92 0.20 0.075 ( 0.310) 0.067 0.007 48 4.00 0.20 0.075 ( 0.309) 0.067 0.007 49 4.08 0.20 0.075 ( 0.307) 0.067 0.007 50 4.17 0.20 0.075 ( 0.306) 0.067 0.007 51 4.25 0.20 0.075 ( 0.305) 0.067 0.007 52 4.33 0.23 0.087 ( 0.303) 0.079 0.009 53 4.42 0.23 0.087 ( 0.302) 0.079 0.009 54 4.50 0.23 0.087 ( 0.301) 0.079 0.009 55 4.58 0.23 0.087 ( 0.299) 0.079 0.009 56 4.67 0.23 0.087 ( 0.298) 0.079 0.009 57 4.75 0.23 0.087 ( 0.297) 0.079 0.009 58 4.83 0.27 0.100 ( 0.296) 0.090 0.010 59 4.92 0.27 0.100 ( 0.294) 0.090 0.010 60 5.00 0.27 0.100 ( 0.293) 0.090 0.010 61 5.08 0.20 0.075 ( 0.292) 0.067 0.007 62 5.17 0.20 0.075 ( 0.291) 0.067 0.007 63 5.25 0.20 0.075 ( 0.289) 0.067 0.007 64 5.33 0.23 0.087 ( 0.288) 0.079 0.009 65 5.42 0.23 0.087 ( 0.287) 0.079 0.009 66 5.50 0.23 0.087 ( 0.285) 0.079 0.009 67 5.58 0.27 0.100 ( 0.284) 0.090 0.010 68 5.67 0.27 0.100 ( 0.283) 0.090 0.010 69 5.75 0.27 0.100 ( 0.282) 0.090 0.010 70 5.83 0.27 0.100 ( 0.280) 0.090 0.010 71 5.92 0.27 0.100 ( 0.279) 0.090 0.010 72 6.00 0.27 0.100 ( 0.278) 0.090 0.010 73 6.08 0.30 0.112 ( 0.277) 0.101 0.011 74 6.17 0.30 0.112 ( 0.276) 0.101 0.011 75 6.25 0.30 0.112 ( 0.274) 0.101 0.011 76 6.33 0.30 0.112 ( 0.273) 0.101 0.011 77 6.42 0.30 0.112 ( 0.272) 0.101 0.011 78 6.50 0.30 0.112 ( 0.271) 0.101 0.011 79 6.58 0.33 0.125 ( 0.269) 0.112 0.012 80 6.67 0.33 0.125 ( 0.268) 0.112 0.012 81 6.75 0.33 0.125 ( 0.267) 0.112 0.012 82 6.83 0.33 0.125 ( 0.266) 0.112 0.012 83 6.92 0.33 0.125 ( 0.265) 0.112 0.012 84 7.00 0.33 0.125 ( 0.263) 0.112 0.012 85 7.08 0.33 0.125 ( 0.262) 0.112 0.012 86 7.17 0.33 0.125 ( 0.261) 0.112 0.012 87 7.25 0.33 0.125 ( 0.260) 0.112 0.012 88 7.33 0.37 0.137 ( 0.259) 0.123 0.014 89 7.42 0.37 0.137 ( 0.257) 0.123 0.014 90 7.50 0.37 0.137 ( 0.256) 0.123 0.014 91 7.58 0.40 0.150 ( 0.255) 0.135 0.015 92 7.67 0.40 0.150 ( 0.254) 0.135 0.015 93 7.75 0.40 0.150 ( 0.253) 0.135 0.015 94 7.83 0.43 0.162 ( 0.252) 0.146 0.016 95 7.92 0.43 0.162 ( 0.250) 0.146 0.016 96 8.00 0.43 0.162 ( 0.249) 0.146 0.016 97 8.08 0.50 0.187 ( 0.248) 0.168 0.019 98 8.17 0.50 0.187 ( 0.247) 0.168 0.019 99 8.25 0.50 0.187 ( 0.246) 0.168 0.019 100 8.33 0.50 0.187 ( 0.245) 0.168 0.019 101 8.42 0.50 0.187 ( 0.243) 0.168 0.019 102 8.50 0.50 0.187 ( 0.242) 0.168 0.019 103 8.58 0.53 0.199 ( 0.241) 0.180 0.020 104 8.67 0.53 0.199 ( 0.240) 0.180 0.020 105 8.75 0.53 0.199 ( 0.239) 0.180 0.020 106 8.83 0.57 0.212 ( 0.238) 0.191 0.021 107 8.92 0.57 0.212 ( 0.237) 0.191 0.021 4 108 9.00 0.57 0.212 ( 0.236) 0.191 0.021 109 9.08 0.63 0.237 ( 0.234) 0.213 0.024 110 9.17 0.63 0.237 ( 0.233) 0.213 0.024 111 9.25 0.63 0.237 ( 0.232) 0.213 0.024 112 9.33 0.67 0.249 ( 0.231) 0.224 0.025 113 9.42 0.67 0.249 ( 0.230) 0.224 0.025 114 9.50 0.67 0.249 ( 0.229) 0.224 0.025 115 9.58 0.70 0.262 0.228 ( 0.236) 0.034 116 9.67 0.70 0.262 0.227 ( 0.236) 0.035 117 9.75 0.70 0.262 0.226 ( 0.236) 0.036 118 9.83 0.73 0.274 0.225 ( 0.247) 0.050 119 9.92 0.73 0.274 0.223 ( 0.247) 0.051 120 10.00 0.73 0.274 0.222 ( 0.247) 0.052 121 10.08 0.50 0.187 ( 0.221) 0.168 0.019 122 10.17 0.50 0.187 ( 0.220) 0.168 0.019 123 10.25 0.50 0.187 ( 0.219) 0.168 0.019 124 10.33 0.50 0.187 ( 0.218) 0.168 0.019 125 10.42 0.50 0.187 ( 0.217) 0.168 0.019 126 10.50 0.50 0.187 ( 0.216) 0.168 0.019 127 10.58 0.67 0.249 0.215 ( 0.224) 0.034 128 10.67 0.67 0.249 0.214 ( 0.224) 0.035 129 10.75 0.67 0.249 0.213 ( 0.224) 0.036 130 10.83 0.67 0.249 0.212 ( 0.224) 0.038 131 10.92 0.67 0.249 0.211 ( 0.224) 0.039 132 11.00 0.67 0.249 0.210 ( 0.224) 0.040 133 11.08 0.63 0.237 0.209 ( 0.213) 0.028 134 11.17 0.63 0.237 0.208 ( 0.213) 0.029 135 11.25 0.63 0.237 0.207 ( 0.213) 0.030 136 11.33 0.63 0.237 0.206 ( 0.213) 0.031 137 11.42 0.63 0.237 0.205 ( 0.213) 0.032 138 11.50 0.63 0.237 0.204 ( 0.213) 0.033 139 11.58 0.57 0.212 ( 0.203) 0.191 0.021 140 11.67 0.57 0.212 ( 0.202) 0.191 0.021 141 11.75 0.57 0.212 ( 0.201) 0.191 0.021 142 11.83 0.60 0.224 0.200 ( 0.202) 0.025 143 11.92 0.60 0.224 0.199 ( 0.202) 0.026 144 12.00 0.60 0.224 0.198 ( 0.202) 0.027 145 12.08 0.83 0.312 0.197 ( 0.280) 0.115 146 12.17 0.83 0.312 0.196 ( 0.280) 0.116 147 12.25 0.83 0.312 0.195 ( 0.280) 0.117 148 12.33 0.87 0.324 0.194 ( 0.292) 0.130 149 12.42 0.87 0.324 0.193 ( 0.292) 0.131 150 12.50 0.87 0.324 0.192 ( 0.292) 0.132 151 12.58 0.93 0.349 0.191 ( 0.314) 0.158 152 12.67 0.93 0.349 0.190 ( 0.314) 0.159 153 12.75 0.93 0.349 0.189 ( 0.314) 0.160 154 12.83 0.97 0.362 0.188 ( 0.325) 0.174 155 12.92 0.97 0.362 0.187 ( 0.325) 0.175 156 13.00 0.97 0.362 0.186 ( 0.325) 0.176 157 13.08 1.13 0.424 0.185 ( 0.381) 0.239 158 13.17 1.13 0.424 0.184 ( 0.381) 0.240 159 13.25 1.13 0.424 0.183 ( 0.381) 0.241 160 13.33 1.13 0.424 0.182 ( 0.381) 0.242 161 13.42 1.13 0.424 0.181 ( 0.381) 0.243 162 13.50 1.13 0.424 0.180 ( 0.381) 0.243 163 13.58 0.77 0.287 0.179 ( 0.258) 0.107 164 13.67 0.77 0.287 0.179 ( 0.258) 0.108 165 13.75 0.77 0.287 0.178 ( 0.258) 0.109 166 13.83 0.77 0.287 0.177 ( 0.258) 0.110 167 13.92 0.77 0.287 0.176 ( 0.258) 0.111 168 14.00 0.77 0.287 0.175 ( 0.258) 0.112 169 14.08 0.90 0.337 0.174 ( 0.303) 0.163 170 14.17 0.90 0.337 0.173 ( 0.303) 0.163 171 14.25 0.90 0.337 0.172 ( 0.303) 0.164 172 14.33 0.87 0.324 0.171 ( 0.292) 0.153 173 14.42 0.87 0.324 0.171 ( 0.292) 0.154 174 14.50 0.87 0.324 0.170 ( 0.292) 0.154 175 14.58 0.87 0.324 0.169 ( 0.292) 0.155 176 14.67 0.87 0.324 0.168 ( 0.292) 0.156 177 14.75 0.87 0.324 0.167 ( 0.292) 0.157 178 14.83 0.83 0.312 0.166 ( 0.280) 0.145 5 179 14.92 0.83 0.312 0.165 ( 0.280) 0.146 180 15.00 0.83 0.312 0.164 ( 0.280) 0.147 181 15.08 0.80 0.299 0.164 ( 0.269) 0.136 182 15.17 0.80 0.299 0.163 ( 0.269) 0.136 183 15.25 0.80 0.299 0.162 ( 0.269) 0.137 184 15.33 0.77 0.287 0.161 ( 0.258) 0.126 185 15.42 0.77 0.287 0.160 ( 0.258) 0.126 186 15.50 0.77 0.287 0.159 ( 0.258) 0.127 187 15.58 0.63 0.237 0.159 ( 0.213) 0.078 188 15.67 0.63 0.237 0.158 ( 0.213) 0.079 189 15.75 0.63 0.237 0.157 ( 0.213) 0.080 190 15.83 0.63 0.237 0.156 ( 0.213) 0.081 191 15.92 0.63 0.237 0.155 ( 0.213) 0.081 192 16.00 0.63 0.237 0.155 ( 0.213) 0.082 193 16.08 0.13 0.050 ( 0.154) 0.045 0.005 194 16.17 0.13 0.050 ( 0.153) 0.045 0.005 195 16.25 0.13 0.050 ( 0.152) 0.045 0.005 196 16.33 0.13 0.050 ( 0.152) 0.045 0.005 197 16.42 0.13 0.050 ( 0.151) 0.045 0.005 198 16.50 0.13 0.050 ( 0.150) 0.045 0.005 199 16.58 0.10 0.037 ( 0.149) 0.034 0.004 200 16.67 0.10 0.037 ( 0.148) 0.034 0.004 201 16.75 0.10 0.037 ( 0.148) 0.034 0.004 202 16.83 0.10 0.037 ( 0.147) 0.034 0.004 203 16.92 0.10 0.037 ( 0.146) 0.034 0.004 204 17.00 0.10 0.037 ( 0.145) 0.034 0.004 205 17.08 0.17 0.062 ( 0.145) 0.056 0.006 206 17.17 0.17 0.062 ( 0.144) 0.056 0.006 207 17.25 0.17 0.062 ( 0.143) 0.056 0.006 208 17.33 0.17 0.062 ( 0.143) 0.056 0.006 209 17.42 0.17 0.062 ( 0.142) 0.056 0.006 210 17.50 0.17 0.062 ( 0.141) 0.056 0.006 211 17.58 0.17 0.062 ( 0.140) 0.056 0.006 212 17.67 0.17 0.062 ( 0.140) 0.056 0.006 213 17.75 0.17 0.062 ( 0.139) 0.056 0.006 214 17.83 0.13 0.050 ( 0.138) 0.045 0.005 215 17.92 0.13 0.050 ( 0.138) 0.045 0.005 216 18.00 0.13 0.050 ( 0.137) 0.045 0.005 217 18.08 0.13 0.050 ( 0.136) 0.045 0.005 218 18.17 0.13 0.050 ( 0.136) 0.045 0.005 219 18.25 0.13 0.050 ( 0.135) 0.045 0.005 220 18.33 0.13 0.050 ( 0.134) 0.045 0.005 221 18.42 0.13 0.050 ( 0.134) 0.045 0.005 222 18.50 0.13 0.050 ( 0.133) 0.045 0.005 223 18.58 0.10 0.037 ( 0.132) 0.034 0.004 224 18.67 0.10 0.037 ( 0.132) 0.034 0.004 225 18.75 0.10 0.037 ( 0.131) 0.034 0.004 226 18.83 0.07 0.025 ( 0.130) 0.022 0.002 227 18.92 0.07 0.025 ( 0.130) 0.022 0.002 228 19.00 0.07 0.025 ( 0.129) 0.022 0.002 229 19.08 0.10 0.037 ( 0.129) 0.034 0.004 230 19.17 0.10 0.037 ( 0.128) 0.034 0.004 231 19.25 0.10 0.037 ( 0.127) 0.034 0.004 232 19.33 0.13 0.050 ( 0.127) 0.045 0.005 233 19.42 0.13 0.050 ( 0.126) 0.045 0.005 234 19.50 0.13 0.050 ( 0.126) 0.045 0.005 235 19.58 0.10 0.037 ( 0.125) 0.034 0.004 236 19.67 0.10 0.037 ( 0.125) 0.034 0.004 237 19.75 0.10 0.037 ( 0.124) 0.034 0.004 238 19.83 0.07 0.025 ( 0.123) 0.022 0.002 239 19.92 0.07 0.025 ( 0.123) 0.022 0.002 240 20.00 0.07 0.025 ( 0.122) 0.022 0.002 241 20.08 0.10 0.037 ( 0.122) 0.034 0.004 242 20.17 0.10 0.037 ( 0.121) 0.034 0.004 243 20.25 0.10 0.037 ( 0.121) 0.034 0.004 244 20.33 0.10 0.037 ( 0.120) 0.034 0.004 245 20.42 0.10 0.037 ( 0.120) 0.034 0.004 246 20.50 0.10 0.037 ( 0.119) 0.034 0.004 247 20.58 0.10 0.037 ( 0.119) 0.034 0.004 248 20.67 0.10 0.037 ( 0.118) 0.034 0.004 249 20.75 0.10 0.037 ( 0.118) 0.034 0.004 6 250 20.83 0.07 0.025 ( 0.117) 0.022 0.002 251 20.92 0.07 0.025 ( 0.117) 0.022 0.002 252 21.00 0.07 0.025 ( 0.116) 0.022 0.002 253 21.08 0.10 0.037 ( 0.116) 0.034 0.004 254 21.17 0.10 0.037 ( 0.115) 0.034 0.004 255 21.25 0.10 0.037 ( 0.115) 0.034 0.004 256 21.33 0.07 0.025 ( 0.114) 0.022 0.002 257 21.42 0.07 0.025 ( 0.114) 0.022 0.002 258 21.50 0.07 0.025 ( 0.114) 0.022 0.002 259 21.58 0.10 0.037 ( 0.113) 0.034 0.004 260 21.67 0.10 0.037 ( 0.113) 0.034 0.004 261 21.75 0.10 0.037 ( 0.112) 0.034 0.004 262 21.83 0.07 0.025 ( 0.112) 0.022 0.002 263 21.92 0.07 0.025 ( 0.112) 0.022 0.002 264 22.00 0.07 0.025 ( 0.111) 0.022 0.002 265 22.08 0.10 0.037 ( 0.111) 0.034 0.004 266 22.17 0.10 0.037 ( 0.110) 0.034 0.004 267 22.25 0.10 0.037 ( 0.110) 0.034 0.004 268 22.33 0.07 0.025 ( 0.110) 0.022 0.002 269 22.42 0.07 0.025 ( 0.109) 0.022 0.002 270 22.50 0.07 0.025 ( 0.109) 0.022 0.002 271 22.58 0.07 0.025 ( 0.109) 0.022 0.002 272 22.67 0.07 0.025 ( 0.108) 0.022 0.002 273 22.75 0.07 0.025 ( 0.108) 0.022 0.002 274 22.83 0.07 0.025 ( 0.108) 0.022 0.002 275 22.92 0.07 0.025 ( 0.108) 0.022 0.002 276 23.00 0.07 0.025 ( 0.107) 0.022 0.002 277 23.08 0.07 0.025 ( 0.107) 0.022 0.002 278 23.17 0.07 0.025 ( 0.107) 0.022 0.002 279 23.25 0.07 0.025 ( 0.107) 0.022 0.002 280 23.33 0.07 0.025 ( 0.106) 0.022 0.002 281 23.42 0.07 0.025 ( 0.106) 0.022 0.002 282 23.50 0.07 0.025 ( 0.106) 0.022 0.002 283 23.58 0.07 0.025 ( 0.106) 0.022 0.002 284 23.67 0.07 0.025 ( 0.106) 0.022 0.002 285 23.75 0.07 0.025 ( 0.106) 0.022 0.002 286 23.83 0.07 0.025 ( 0.105) 0.022 0.002 287 23.92 0.07 0.025 ( 0.105) 0.022 0.002 288 24.00 0.07 0.025 ( 0.105) 0.022 0.002 (Loss Rate Not Used) Sum = 100.0 Sum = 9.4 Flood volume = Effective rainfall 0.78(In) times area 2.4(Ac.)/[(In)/(Ft.)] = 0.2(Ac.Ft) Total soil loss = 2.33(In) Total soil loss = 0.467(Ac.Ft) Total rainfall = 3.12(In) Flood volume = 6824.7 Cubic Feet Total soil loss = 20326.1 Cubic Feet -------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.587(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 0.01 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 0.0004 0.01 Q | | | | 0+45 0.0004 0.01 Q | | | | 0+50 0.0005 0.01 Q | | | | 0+55 0.0006 0.01 Q | | | | 7 1+ 0 0.0007 0.01 Q | | | | 1+ 5 0.0007 0.01 Q | | | | 1+10 0.0008 0.01 Q | | | | 1+15 0.0009 0.01 Q | | | | 1+20 0.0009 0.01 Q | | | | 1+25 0.0010 0.01 Q | | | | 1+30 0.0011 0.01 Q | | | | 1+35 0.0011 0.01 Q | | | | 1+40 0.0012 0.01 Q | | | | 1+45 0.0012 0.01 Q | | | | 1+50 0.0013 0.01 Q | | | | 1+55 0.0014 0.01 Q | | | | 2+ 0 0.0015 0.01 Q | | | | 2+ 5 0.0016 0.01 Q | | | | 2+10 0.0016 0.01 Q | | | | 2+15 0.0017 0.01 Q | | | | 2+20 0.0018 0.01 Q | | | | 2+25 0.0019 0.01 Q | | | | 2+30 0.0020 0.01 Q | | | | 2+35 0.0021 0.01 Q | | | | 2+40 0.0022 0.01 Q | | | | 2+45 0.0023 0.01 Q | | | | 2+50 0.0024 0.01 Q | | | | 2+55 0.0025 0.02 Q | | | | 3+ 0 0.0026 0.02 Q | | | | 3+ 5 0.0027 0.02 Q | | | | 3+10 0.0028 0.02 Q | | | | 3+15 0.0029 0.02 Q | | | | 3+20 0.0030 0.02 Q | | | | 3+25 0.0031 0.02 Q | | | | 3+30 0.0032 0.02 Q | | | | 3+35 0.0033 0.02 Q | | | | 3+40 0.0034 0.02 Q | | | | 3+45 0.0035 0.02 Q | | | | 3+50 0.0036 0.02 Q | | | | 3+55 0.0037 0.02 Q | | | | 4+ 0 0.0039 0.02 Q | | | | 4+ 5 0.0040 0.02 QV | | | | 4+10 0.0041 0.02 QV | | | | 4+15 0.0042 0.02 QV | | | | 4+20 0.0044 0.02 QV | | | | 4+25 0.0045 0.02 QV | | | | 4+30 0.0046 0.02 QV | | | | 4+35 0.0048 0.02 QV | | | | 4+40 0.0049 0.02 QV | | | | 4+45 0.0051 0.02 QV | | | | 4+50 0.0052 0.02 QV | | | | 4+55 0.0054 0.02 QV | | | | 5+ 0 0.0056 0.02 QV | | | | 5+ 5 0.0057 0.02 QV | | | | 5+10 0.0058 0.02 QV | | | | 5+15 0.0060 0.02 QV | | | | 5+20 0.0061 0.02 QV | | | | 5+25 0.0062 0.02 QV | | | | 5+30 0.0064 0.02 QV | | | | 5+35 0.0065 0.02 QV | | | | 5+40 0.0067 0.02 QV | | | | 5+45 0.0069 0.02 QV | | | | 5+50 0.0070 0.02 QV | | | | 5+55 0.0072 0.02 QV | | | | 6+ 0 0.0074 0.02 QV | | | | 6+ 5 0.0075 0.03 QV | | | | 6+10 0.0077 0.03 QV | | | | 6+15 0.0079 0.03 Q V | | | | 6+20 0.0081 0.03 Q V | | | | 6+25 0.0083 0.03 Q V | | | | 6+30 0.0085 0.03 Q V | | | | 6+35 0.0087 0.03 Q V | | | | 6+40 0.0089 0.03 Q V | | | | 6+45 0.0091 0.03 Q V | | | | 6+50 0.0093 0.03 Q V | | | | 8 6+55 0.0095 0.03 Q V | | | | 7+ 0 0.0097 0.03 Q V | | | | 7+ 5 0.0099 0.03 Q V | | | | 7+10 0.0101 0.03 Q V | | | | 7+15 0.0103 0.03 Q V | | | | 7+20 0.0105 0.03 Q V | | | | 7+25 0.0107 0.03 Q V | | | | 7+30 0.0110 0.03 Q V | | | | 7+35 0.0112 0.03 Q V | | | | 7+40 0.0115 0.04 Q V | | | | 7+45 0.0117 0.04 Q V | | | | 7+50 0.0120 0.04 Q V | | | | 7+55 0.0122 0.04 Q V | | | | 8+ 0 0.0125 0.04 Q V | | | | 8+ 5 0.0128 0.04 Q V | | | | 8+10 0.0131 0.04 Q V | | | | 8+15 0.0134 0.04 Q V | | | | 8+20 0.0137 0.04 Q V | | | | 8+25 0.0140 0.05 Q V | | | | 8+30 0.0143 0.05 Q V | | | | 8+35 0.0146 0.05 Q V | | | | 8+40 0.0150 0.05 Q V | | | | 8+45 0.0153 0.05 Q V | | | | 8+50 0.0156 0.05 Q V | | | | 8+55 0.0160 0.05 Q V | | | | 9+ 0 0.0163 0.05 Q V | | | | 9+ 5 0.0167 0.05 Q V | | | | 9+10 0.0171 0.06 Q V | | | | 9+15 0.0175 0.06 Q V | | | | 9+20 0.0179 0.06 Q V | | | | 9+25 0.0183 0.06 Q V | | | | 9+30 0.0187 0.06 Q V | | | | 9+35 0.0191 0.07 Q V | | | | 9+40 0.0197 0.08 Q V | | | | 9+45 0.0203 0.08 Q V | | | | 9+50 0.0209 0.10 Q V | | | | 9+55 0.0217 0.11 Q V | | | | 10+ 0 0.0225 0.12 Q V | | | | 10+ 5 0.0232 0.10 Q V | | | | 10+10 0.0236 0.06 Q V | | | | 10+15 0.0240 0.05 Q V | | | | 10+20 0.0243 0.05 Q V | | | | 10+25 0.0246 0.05 Q V | | | | 10+30 0.0250 0.05 Q V | | | | 10+35 0.0254 0.06 Q V | | | | 10+40 0.0259 0.08 Q V | | | | 10+45 0.0264 0.08 Q V | | | | 10+50 0.0270 0.09 Q V | | | | 10+55 0.0277 0.09 Q V | | | | 11+ 0 0.0283 0.09 Q V | | | | 11+ 5 0.0289 0.09 Q V | | | | 11+10 0.0294 0.07 Q V | | | | 11+15 0.0299 0.07 Q V | | | | 11+20 0.0304 0.07 Q V | | | | 11+25 0.0309 0.08 Q V | | | | 11+30 0.0315 0.08 Q V | | | | 11+35 0.0320 0.07 Q V | | | | 11+40 0.0324 0.06 Q V | | | | 11+45 0.0327 0.05 Q V | | | | 11+50 0.0331 0.06 Q V | | | | 11+55 0.0335 0.06 Q V | | | | 12+ 0 0.0339 0.06 Q V | | | | 12+ 5 0.0348 0.13 Q V | | | | 12+10 0.0364 0.23 Q V| | | | 12+15 0.0382 0.26 |Q V| | | | 12+20 0.0402 0.28 |Q V | | | 12+25 0.0423 0.30 |Q V | | | 12+30 0.0444 0.31 |Q |V | | | 12+35 0.0468 0.34 |Q |V | | | 12+40 0.0493 0.37 |Q | V | | | 12+45 0.0519 0.38 |Q | V | | | 9 12+50 0.0546 0.39 |Q | V | | | 12+55 0.0575 0.41 |Q | V | | | 13+ 0 0.0603 0.42 |Q | V | | | 13+ 5 0.0636 0.47 |Q | V | | | 13+10 0.0673 0.54 | Q | V | | | 13+15 0.0712 0.56 | Q | V | | | 13+20 0.0752 0.58 | Q | V| | | 13+25 0.0792 0.58 | Q | V | | 13+30 0.0832 0.59 | Q | |V | | 13+35 0.0866 0.49 |Q | | V | | 13+40 0.0889 0.33 |Q | | V | | 13+45 0.0909 0.29 |Q | | V | | 13+50 0.0928 0.28 |Q | | V | | 13+55 0.0947 0.27 |Q | | V | | 14+ 0 0.0965 0.27 |Q | | V | | 14+ 5 0.0987 0.31 |Q | | V | | 14+10 0.1012 0.37 |Q | | V | | 14+15 0.1038 0.38 |Q | | V | | 14+20 0.1065 0.38 |Q | | V | | 14+25 0.1090 0.37 |Q | | V | | 14+30 0.1116 0.37 |Q | | V | | 14+35 0.1142 0.38 |Q | | V| | 14+40 0.1168 0.38 |Q | | V| | 14+45 0.1194 0.38 |Q | | V | 14+50 0.1219 0.37 |Q | | |V | 14+55 0.1244 0.36 |Q | | |V | 15+ 0 0.1269 0.36 |Q | | | V | 15+ 5 0.1293 0.35 |Q | | | V | 15+10 0.1316 0.34 |Q | | | V | 15+15 0.1339 0.33 |Q | | | V | 15+20 0.1361 0.32 |Q | | | V | 15+25 0.1382 0.31 |Q | | | V | 15+30 0.1404 0.31 |Q | | | V | 15+35 0.1423 0.27 |Q | | | V | 15+40 0.1437 0.22 Q | | | V | 15+45 0.1451 0.20 Q | | | V | 15+50 0.1465 0.20 Q | | | V | 15+55 0.1479 0.20 Q | | | V | 16+ 0 0.1492 0.20 Q | | | V | 16+ 5 0.1502 0.14 Q | | | V | 16+10 0.1506 0.05 Q | | | V | 16+15 0.1508 0.03 Q | | | V | 16+20 0.1509 0.02 Q | | | V | 16+25 0.1510 0.02 Q | | | V | 16+30 0.1511 0.01 Q | | | V | 16+35 0.1512 0.01 Q | | | V | 16+40 0.1512 0.01 Q | | | V | 16+45 0.1513 0.01 Q | | | V | 16+50 0.1514 0.01 Q | | | V | 16+55 0.1514 0.01 Q | | | V | 17+ 0 0.1515 0.01 Q | | | V | 17+ 5 0.1516 0.01 Q | | | V | 17+10 0.1517 0.01 Q | | | V | 17+15 0.1518 0.01 Q | | | V | 17+20 0.1519 0.01 Q | | | V | 17+25 0.1520 0.01 Q | | | V | 17+30 0.1521 0.02 Q | | | V | 17+35 0.1522 0.02 Q | | | V | 17+40 0.1523 0.02 Q | | | V | 17+45 0.1524 0.02 Q | | | V | 17+50 0.1525 0.01 Q | | | V | 17+55 0.1526 0.01 Q | | | V | 18+ 0 0.1527 0.01 Q | | | V | 18+ 5 0.1527 0.01 Q | | | V | 18+10 0.1528 0.01 Q | | | V| 18+15 0.1529 0.01 Q | | | V| 18+20 0.1530 0.01 Q | | | V| 18+25 0.1531 0.01 Q | | | V| 18+30 0.1532 0.01 Q | | | V| 18+35 0.1532 0.01 Q | | | V| 18+40 0.1533 0.01 Q | | | V| 10 18+45 0.1534 0.01 Q | | | V| 18+50 0.1534 0.01 Q | | | V| 18+55 0.1535 0.01 Q | | | V| 19+ 0 0.1535 0.01 Q | | | V| 19+ 5 0.1536 0.01 Q | | | V| 19+10 0.1536 0.01 Q | | | V| 19+15 0.1537 0.01 Q | | | V| 19+20 0.1537 0.01 Q | | | V| 19+25 0.1538 0.01 Q | | | V| 19+30 0.1539 0.01 Q | | | V| 19+35 0.1540 0.01 Q | | | V| 19+40 0.1540 0.01 Q | | | V| 19+45 0.1541 0.01 Q | | | V| 19+50 0.1542 0.01 Q | | | V| 19+55 0.1542 0.01 Q | | | V| 20+ 0 0.1543 0.01 Q | | | V| 20+ 5 0.1543 0.01 Q | | | V| 20+10 0.1544 0.01 Q | | | V| 20+15 0.1544 0.01 Q | | | V| 20+20 0.1545 0.01 Q | | | V| 20+25 0.1545 0.01 Q | | | V| 20+30 0.1546 0.01 Q | | | V| 20+35 0.1547 0.01 Q | | | V| 20+40 0.1547 0.01 Q | | | V| 20+45 0.1548 0.01 Q | | | V| 20+50 0.1549 0.01 Q | | | V| 20+55 0.1549 0.01 Q | | | V| 21+ 0 0.1549 0.01 Q | | | V| 21+ 5 0.1550 0.01 Q | | | V| 21+10 0.1551 0.01 Q | | | V| 21+15 0.1551 0.01 Q | | | V| 21+20 0.1552 0.01 Q | | | V| 21+25 0.1552 0.01 Q | | | V| 21+30 0.1553 0.01 Q | | | V| 21+35 0.1553 0.01 Q | | | V| 21+40 0.1554 0.01 Q | | | V| 21+45 0.1554 0.01 Q | | | V| 21+50 0.1555 0.01 Q | | | V| 21+55 0.1555 0.01 Q | | | V| 22+ 0 0.1556 0.01 Q | | | V| 22+ 5 0.1556 0.01 Q | | | V| 22+10 0.1557 0.01 Q | | | V| 22+15 0.1557 0.01 Q | | | V| 22+20 0.1558 0.01 Q | | | V| 22+25 0.1558 0.01 Q | | | V| 22+30 0.1559 0.01 Q | | | V| 22+35 0.1559 0.01 Q | | | V| 22+40 0.1560 0.01 Q | | | V| 22+45 0.1560 0.01 Q | | | V| 22+50 0.1560 0.01 Q | | | V| 22+55 0.1561 0.01 Q | | | V| 23+ 0 0.1561 0.01 Q | | | V| 23+ 5 0.1562 0.01 Q | | | V| 23+10 0.1562 0.01 Q | | | V| 23+15 0.1563 0.01 Q | | | V| 23+20 0.1563 0.01 Q | | | V| 23+25 0.1563 0.01 Q | | | V| 23+30 0.1564 0.01 Q | | | V| 23+35 0.1564 0.01 Q | | | V| 23+40 0.1565 0.01 Q | | | V| 23+45 0.1565 0.01 Q | | | V| 23+50 0.1565 0.01 Q | | | V| 23+55 0.1566 0.01 Q | | | V| 24+ 0 0.1566 0.01 Q | | | V| 24+ 5 0.1567 0.00 Q | | | V| 24+10 0.1567 0.00 Q | | | V| 24+15 0.1567 0.00 Q | | | V| 24+20 0.1567 0.00 Q | | | V| 24+25 0.1567 0.00 Q | | | V| ----------------------------------------------------------------------- Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Figure 7: Post-Project Condition Unit Hydrograph Hydrology Map 36263 CALLE DE LOBO MURRIETA, CA 92562 PH. 951.304.9552 FAX 951.304.3568 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Appendix D Educational Materials Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 EMPLOYEE EDUCATION LOG Name (Printed) Name (Signature) Date WQMP Materials Provided (Mo/Da/Yr) Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Appendix E Soils Report 9980 Indiana Avenue ● Suite 14 ● Riverside ● California ● 92503 ● Phone (951) 688-5400 ● Fax (951) 688-5200 www.geomatlabs.com, contact: info@geomatlabs.com e-mail geomatlabs@sbcglobal.net GeoMat Testing Laboratories, Inc. Soil Engineering, Environmental Engineering, Materials Testing, Geology August 31, 2013 Project No. 11081-01 TO: Mira Loma Recovery, LLC 6430 West Sunset Boulevard, Suite 460 Los Angeles, California 90028 ATTENTION: Mr. Jim Ahmad SUBJECT: Geotechnical Report, Tract Map 33584, A.P.N. 944-060-006, Proposed 57 Single Family Homes, Northeast Corner of Mira Loma Drive and Rancho Vista Road, Temecula, California In accordance with your authorization we have prepared this geotechnical report for the subject proposed single family homes. No subsurface work was conducted to prepare this report. Geotechnical data from previous subsurface work conducted by this firm on January 15, 2012 and earlier work by Inland Foundation Engineering was utilized. Inland Foundation Engineering completed their work for 64 single family residential lots. Our latest work was completed for multi- family residential development. Both our previous reports and Inland Foundation Engineering report was reviewed for the purpose of developing this geotechnical document for the proposed 57 single family homes. If you should have any questions regarding this report, please do not hesitate to call our office. We appreciate this opportunity to be of service. Submitted for GeoMat Testing Laboratories, Inc. Haytham Nabilsi, GE 2375 Fred Schilling, CEG Principal Engineer Project Engineering Geologist Distribution: [3 ] Addressee Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 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 Exploratory Boring Location Map Plate 2 Cross section A-A’ Plate 3 Surficial Slope Stability Plate 4 Static Settlement Plate 5 Retaining Wall Drainage Detail Plate 6 Surcharge Induced on Retaining Walls Appendix A References Appendix B Exploratory Boring Logs Appendix C Laboratory Test Results Appendix D Slope Stability Evaluation Appendix E Slope Maintenance Guidelines Appendix F Liquefaction Analysis Appendix G Earthwork and Grading Specifications Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 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. See 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 Tentative Tract Map 33584 (not dated), Plate 1, the site is proposed for 57 single family homes, a small park, and detention basin. Retaining walls are proposed along the drainage path on the east side of the property, and along a portion of the proposed cut slope on the west side of the property, and along the grade break between lots in the central loop road. The proposed residential homes are assumed to be two story wood frame structures supported on shallow foundation and concrete slab-on-grade. We have not been provided with specific foundation loads. We anticipate however, that loads are light. Review of Tentative Proposed Grading GeoMat Testing Laboratories, Inc, was provided with an electronic copy of Tentative Tract Map 33584. Based on a review of proposed plan the following grading is proposed. Proposed Slopes The slope along Rancho Vista will be graded in cut and fill designed at 2H:1V. The slope height at the east end of Rancho Vista is about 20 feet and the west end about 41 feet. The slope is provided with a bench where the slope exceeds 30 feet in height. The slope along Mira Loma Road will also be graded in cut grading designed at 2H:1V. The slope height at north end is about 21 feet and at the south end about 41 feet. The slope is provided with a bench where the slope exceeds 30 feet in height. A fill slope is proposed along the drainage path on the east side of the property. The slope height varies from 4 feet to a maximum of 12 feet. This slope spans the area between the lots and the retaining wall along the drainage path. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 4 Stability of Slopes Cut Slope: The maximum proposed height of this 2H:1V cut slope is approximately 41 feet high with a 6 feet bench at approximately 30 feet up from the toe of slope. A Geologic Cross Section, Plate 2 presented in our earlier report dated December 30, 2011 and attached herein, was drawn through the 41 feet high cut slope for stability evaluation. The majority of the cut slope is expected to expose massive Pauba Formation. The stability evaluation is presented in Appendix D of this report. The evaluation shows 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 Fill Slope: Large portion of the slope along Rancho Vista Road will be developed in fill grading. The maximum height of the slope is on the order of 23.5 feet at Lot 16. The slope tapers down in height eastward. The evaluation presented in Appendix D shows the minimum factors of safety of the analysis are as follows: GLOBAL STABILITY SAFETY FACTORS Failure Type Static Pseudostatic Global Rotational 1.97 1.44 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. Lots Proposed for Cut Grading Lot Tentative Proposed Cut Grading Minimum Maximum 9 7’ 13’ 10 5’ 17’ 11 2’ 21’ 12 1’ 6’ 13 0’ 1’ 16 0’ 4’ 38 0’ 2’ 39 0’ 1’ 40 0’ 1’ 41 0’ 1’ 42 0’ 1’ 43 0’ 1’ 44 0’ 1’ Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 5 Lots Proposed for Fill Grading Lot Tentative Proposed Fill Grading Minimum Maximum 18 2’ 5’ 19 2’ 8’ 20 6’ 10’ 21 7’ 12’ 22 7’ 7’ 23 4’ 6’ 24 3’ 6’ 25 3’ 5’ 26 5’ 7’ 27 7’ 11’ 28 1’ 8’ 29 1’ 1’ 30 1’ 5’ 31 1’ 5’ 35 1’ 10’ 36 1’ 10’ 37 1’ 8’ 52 1’ 4’ 53 1’ 3’ 54 1’ 5’ 55 1’ 4’ 56 1’ 4’ 57 1’ 4’ Lots Proposed for Transition Cut to Fill Grading Lot Tentative Proposed Transition Cut to Fill Grading Cut Fill 1 17 3 2 17 3 3 17’ 3’ 4 13’ 3’ 5 12’ 3’ 6 2’ 3’ 8 11’ 4’ 9 13’ 4’ 14 5’ 2’ 15 4’ 1’ 17 3’ 3’ 32 1’ 8’ 33 1’ 8’ 34 1’ 9’ 45 1’ 1’ 46 2’ 1’ 47 2’ 1’ 48 1’ 2’ 49 4’ 2’ 50 4’ 1’ 51 4’ 4’ Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 6 Retaining Walls Retaining wall is proposed for the rear yards of Lots 1 through 7. This wall is on the order of six feet in height. The wall will support the cut slope designed at 2H:1V. Retaining wall is proposed for the rear yard of Lots 38 through 48. This wall is on the order of four feet in height. The wall will support the grade separation between the opposite lots. Retaining wall east of Lots 20 and 28. This wall is on the order of 5 feet in height. It supports the fill slope for these lots. The slope is assumed to be designed at 2H:1V. Retaining wall for Lots 32 to 37. This wall is on the order of 5 feet in height. It supports the fill slope for these lots. The slope is assumed to be designed at 2H:1V. Detention Basin This basin is located between Lots 34 and 35. The tentative proposed bottom elevation of the basin 4 to 5 feet below surrounding lots and street level. Based on the provided plan most of the basin bottom will be developed in cut grading. The east basin embankment will be developed in fill inclined at an assumed design of 2H:1V. This fill embankment is retained by a retaining wall. Setback between the wall and basin bottom should be in accordance with Riverside County Low Impact Development management Practices Manual. Park Site The small park site will be mostly graded in sliver cut, less than a foot in depth. West end of the park will be graded in ten feet of cut.. Private Streets Streets A, B, and C are 44 feet wide private roads. The terminus of Streets B and C will be provided with fill on the order of ten feet in the vicinity of Lots 20 and 28. Fill on the order of seven feet is proposed near Lot 11. The remaining of roadways will be developed in sliver cut and fill grading. We understand that these roads will pavers paved. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 7 GEOTECHNICAL FINDINGS Subsurface Exploration On March 7, 2005 Inland Foundation Engineering drilled seven boreholes at the site to a maximum depth of 101 feet below ground surface. The subsurface exploration was reported by Inland Foundation Engineering on April 19, 2005. On January 15, 2012 this office drilled five additional boreholes utilizing a truck mounted rotary auger rig to a maximum depth of 50 feet. Refer to Plate 1 for approximate locations of the boreholes. The geotechnical logs of the twelve boreholes are presented in Appendix B of this report. 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 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 our Boring B-2. The fill material extended to depth of approximately 5 feet. Based the standard blow count the Relative density of the fill is approximately 90 percent. These soils are similar to those encountered elsewhere on the site and probably originated from the site during previous grading operations. Young alluvial channel deposits are present on the easterly side of the site, associated with the existing drainage on the lower portion of the property. The remainder of the site is underlain by sandstone member of the Pleistocene Pauba Formation. Refer to the attached Geologic Map, Figure 7. In general, the site’s materials appear to be consistent with those of the Pauba formation, consisting of alternating layers of sand, silty sand, lean clay, and sandy silty clay. The soils are moderately to very dense and firm to hard, consolidated, and indurated. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 8 No loose or soft soils were encountered to the maximum depth explored. Drilling was difficult. Accordingly, it is our judgment that the proposed buildings will be founded into competent soils and Pauba Formation. Slightly compressible soil in the upper ten feet was encountered in borehole B-03 by Inland Foundation Engineering (referenced report dated April 19, 2005). This area is proposed for 6 to 20 feet of cut grading. Considering this removal and site preparation overexcavation requirement, no compressible soils will remain in the vicinity of borehole B-03 (Inland Foundation Engineering). Laboratory Testing Laboratory tests were performed on selected soil samples. The tests consisted primarily of moisture, density, sieve analysis, Atterberg Limits, expansion index, and direct shear. The soil classifications are in conformance with the Unified Soil Classifications System (USCS), as outlined in the Classification and Symbols Chart (Appendix B). A summary of our laboratory testing and ASTM designation is presented in Appendix C. Expansion Potential Expansion Index (EI) test was performed on representative soil sample obtained from our exploration. Based on the laboratory test results, the soils in the upper 15 feet have a very low expansion potential (EI value of 0), as defined in Table 18-I-B of the 2001 CBC. Laboratory expansion index testing by Inland Foundation Engineering show a soil sample having an Expansion Index of 13; very low expansion potential. Additional expansion index testing should be performed subsequent to completion of rough grading. Groundwater Groundwater was encountered at the site in Boring B-3 at a depth of approximately 29 feet. Groundwater was encountered at 25 feet below ground surface during the subsurface work of Inland Foundation Engineering. Groundwater is not expected to impact site grading during dry season. In winter months the drainage east of the site may have a water flow. Retaining wall construction along the drainage may be impacted by water seepage in wet season. Dewatering may be required to facilitate retaining wall construction. 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. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 9 Slope Construction/Maintenance Fill slopes should be provided at the toe with a three feet deep keyway embedded into firm materials. The keyway should be at least one equipment width (+15 feet) 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 of this report 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 G of this report. Specific design details for subdrain should be developed during actual needs conditions encountered during grading. Liquefaction Analysis The eastern side of the site, along the drainage, is located within State of California Seismic Hazard Zones for Liquefaction, as shown on the seismic hazard zone map for Murrieta Quadrangle. West of the drainage the alluvial soil is dense to very dense, consolidated and indurated. Further westerly of the drainage, site soils is mapped as Pauba formation which is considered a non- liquefaction area. For the area with potential for liquefaction (the drainage and its banks), a quantitative liquefaction analysis was conducted assuming groundwater is to rise to ground surface. Our Boreholes B-3 and B-5 were essentially used for the analysis. 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. Fine Grained Soil Profile Evaluation The consistency of fine grained earth material encountered in the upper 30 feet is firm to very firm. The consistency of fine grained material below 30 feet is hard. The following criteria by Finn (1991,1993) and Perlea et al (1999) is used as a guide to evaluate the onsite fine grained soil for liquefaction potential. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 10 Borehole Depth (ft) Consistency Class. LL In-Place % Moisture B-3 15 to 25’ Firm to Very Firm CL 32 24 < 0.87LL B-3 35-50’ Hard CL 47 22 < 0.87LL B-5 15-20’ Very Firm CLML 29 15 < 0.87LL B-5 25-30’ Very Firm CL 32 25 < 0.87LL Fine grained soils are generally not considered susceptible to liquefaction and based on the above is 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. The software output is presented in Appendix F. The generated computer calculation in Appendix F shows that onsite soils can resist liquefaction except for one foot zone between 26 to 27 feet below ground surface in the area of B-3 and three foot zone between 22 to 25 feet below ground surface in the area of B-5. 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 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. Volumetric strain for saturated sands was estimated using the calculated earthquake- induced 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. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 11 The results of computerized cyclic settlement analyses are presented in Appendix F. In this case, estimated total seismic settlement is expected to be less than 0.5 inch. 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 non- liquefiable layers. Liquefaction Observations/Summary 1. Some potential for liquefaction and earthquake-induced settlements are expected at this site. Although a maximum total seismic settlement of 0.4 inch 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 22 feet below ground surface 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 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. According to the SPT blow count the formation is very dense, therefore, it is not expected to shear to cause significant lateral spreading. No thick clean sand layer is shown in the alluvial 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. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 12 In the liquefaction spreadsheets (a 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. Geology The subject parcel is 7 ¼ acres in size, situated chiefly on the southwest flank of a drainage that runs northwestward through the area. The property slopes generally to the northeast from a high of approximately 1145 feet above sea level in the southwest corner of the property to a low along the northeast side of, roughly 1090 feet above sea level, a total relief of 55 feet. The overall slope across the building area is approximately 8H:1V. The site location is depicted on Figures 1 through 5. Regional Geology The subject property is located in the Peninsular Ranges Province of California, see Tectonic Setting, Figure 6. The Peninsular Ranges Province is noted for its pronounced, active, northwest-southeast oriented fault systems. The closest of these major faults are elements of the Elsinore Fault System. See Figures 6, 7, and 9. The closest of these elements is approximately ¼ mile to the west (east border of the A.P. Zone). See Figures 6 through 8. The Elsinore Fault is an Mw7.0 system in this region. The CGS Ground Motion Page indicates a PGA of 0.559g is expectable. The formational units of the site area are members of the Pleistocene, Pauba Formation. See Figure 7. Structurally, the overall area is faulted and slightly flexured. Site Geology The following report was reviewed: Preliminary Geotechnical Investigation for A.P.N. 944–060– 006 by Inland Foundation Engineering Inc. in April 19, 2005, Project Number P283–003. Inland’s site investigation included review of existing literature and subsurface exploration. Knowledge of the geology of the area is little change since the time of that study. Elements of the geology of the site are re-reviewed below. The site is situated on northeast sloping hillside above a northwest flowing drainage. Slopes are regular and moderately low. Total height of slope is approximately 45 feet. The overall slope is approximately 8H:1V with steeper slopes prevailing along the western border of the parcel. Sandstone of the Pleistocene, Pauba formation underlies the slope area; Holocene alluvium underlies the Eastern part of the parcel along the existing drainage. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 13 No faults have been discovered or reported within the area of the parcel. No fault zones are reported in the tract by the Riverside County review for the item tract. Geologic Hazards Geologic hazards reviewed by Inland include seismicity, settlement, liquefaction, landslides, rock fall, slope stability, seiches, tsunamis, and surface rupture. Geologic conditions reported by Inland in 2005 have not change significantly. Active faults Surface rupture - no active fault zones are mapped on the property. However, an A. P. Zone for a segment of the Elsinore system is mapped nearly adjacent to the west border of the property. See Figure 8. Also, strong faulting is mapped approximately 1500’ northwest of and in line with the property. Although this faulting is not known to be active, the tectonic sensitivity of the location indicates that all excavations on the property should be examined by the geotechnical engineer or engineering geologist. A distinct potential for a high level of ground shaking during earthquakes is also possible here - above ½ the strength of gravity (0.559g). Weak zones in the sub terrain, formed by the cross cutting of ancient faults, is also a distinct possibility here. Tsunamis, Seiches Standing bodies of water are not known where the location could be affective in this way as a hazard to lots of this parcel. Slope Stability Deep seated instabilities are not anticipated, because of the character of the Pauba Formation, Most commonly, the underlying sub terrain is comprised of massive, coherent sandstone (Pauba Formation). Therefore, slope stability should not be a problem, as a rule. Nevertheless, local raveling may become apparent if slopes are not planted and maintained. 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 25 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=25). 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. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 14 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. 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 1.845 1.0 second Spectral Response Acceleration, S1 0.674 Site Coefficient, FA 1.0 Site Coefficient, FV 1.5 Maximum considered earthquake spectral response accelerations for short periods, SMS 1.845 Maximum considered earthquake spectral response accelerations for 1-second periods, SM1 1.011 Design Spectral Response Acceleration at Short Periods, SDS 1.230 Design Spectral Response Acceleration at 1-Second Periods, SD1 0.674 Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 15 CONCLUSIONS Based upon our geotechnical findings, 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 to be deeper than 22 feet below ground surface in younger alluvial soils. Seismically-induced settlement in young alluvium is expected to be on the order of 0.4 inch. No seismic settlement is expected in Pauba Formation. Very moist soil is expected to be encountered. Grading along the drainage, during wet season, may encounter shallow groundwater. Contingencies will need to be provided if construction takes place during periods of wet weather. 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 drainage 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 water- soluble 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 August 31, 2013 GeoMat Testing Laboratories, Inc. Page 16 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 G of this report), 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 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 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 August 31, 2013 GeoMat Testing Laboratories, Inc. Page 17 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 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 in alluvial areas. This will vary depending upon the type of equipment used and the moisture content of the soil at the time of grading. Subsidence in Pauba Formation may be considered negligible. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 18 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 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 G of this report. Fill slopes should be constructed in accordance with the General Earthwork and Grading Specifications in Appendix G, 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 presented in Appendix E should be followed for this purpose. Tentative Foundation Recommendations Spread Footings Residential structures founded into compacted fill or in competent Pauba Formation may be supported on conventional spread footings. Footings should be established a minimum of 2 feet below the lowest adjacent final grade and measure at least 18 inches in width. 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. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 19 Reinforcement should be determined by qualified structural engineer, however minimum reinforcement of 2 No. 5 bar at top and 2 at bottom is recommended These recommendations should not preclude more restrictive structural requirements. The structural engineer should determine the actual footing sizes and reinforcement to resist vertical, horizontal, and uplift forces under static and seismic conditions. Reinforcement and size recommendations presented in this report are considered the minimum necessary for the soil conditions present at foundation level and are not intended to supersede the design of the project structural engineer or criteria of the governing agencies for the project. Foundations should be designed by a qualified structural engineer in accordance with the latest applicable building codes and structural considerations may govern. Foundation design is under purview of structural engineer. 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. Settlement 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 0.2 inch, refer to Plate 4. Seismic settlements were calculated by LiquefyPro software and are presented in Appendix F. The total seismically-induced settlement is the sum of settlement of the dry and saturated soil in all explored layers. Calculation of the anticipated seismic settlement is between 0.35 to 0.39 inch. Differential settlement may be taken as 1/2 to 3/4 of the total settlement. The project should be designed for the following anticipated static and seismic settlements: Total Settlement 1.0 inch Differential Settlement 1/2 to 2/3 inch Please note that foundation design is under the purview of the structural engineer. Foundation should be reviewed/designed by a qualified structural engineer in accordance with the latest applicable building codes and structural considerations may govern. 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 0.35 may be applied to dead load forces. This value does not include a factor-of-safety. A passive resistance of 203 pcf of equivalent fluid weight may be included for resistance to lateral load. This value does not include a factor-of-safety. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 20 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. Footing Set Back As recommended in earlier paragraph, keyway for toe of slope construction is 3 feet in depth and at least 15 feet wide. Half of this keyway width is seven feet on each side of slope toe. We recommend that minimum building footing set back from the toe of slope to be at least seven feet. If this setback cannot be achieved, deeper keyway (2 additional feet of keyway depth for each foot encroachment into setback. Maximum encroachment is four feet) should be considered. 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. 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 the uplift of the groundwater. Minimum slab reinforcement should be No. 4 bars placed 16 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. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 21 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-on- grade. 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 water- cement ratio that weakens the concrete, increases drying times and results more cracking due to concrete shrinkage during the initial cure. Based on laboratory testing, expansive soils is not 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 pipe/gravel/filter backdrain in accordance with the recommendations provided on Plate 5. The following parameters may be used for retaining wall design: Condition Equivalent Fluid Pressure (psf/ft) Active 40 (level backfill) 53 (2H:1V backfill) At Rest 58 (level backfill) 85 (2H:1V backfill) Passive 203 with maximum value of 2000 psf Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 22 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 136 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 5 feet measured horizontally between the bottom outside edge of the footing and the face of the 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. Passive pressure is used to compute soil resistance to lateral structural movement. In addition, for sliding resistance, a frictional resistance coefficient of 0.35 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. Other lateral pressures due to surcharge loading may be estimated using the guidelines in attached Plate 6. 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. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 23 Retaining Wall along Creek Bed Retaining wall footings along the creek should be established below the scour and erosion zone. Hydrology study is not part of this study and the design 100-year high water level is not known. The estimated scour/erosion depth is five feet. Retaining walls along the creek may be designed as gravity walls. Retaining wall foundation should be protected with concreted rep rap designed by the civil engineer. The rip rap may be extended to cover the creek bed. The channel wall may be designed to retain the fill for the adjacent lots. 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, moisture- conditioned, as necessary, and recompacted to a minimum of 90 percent relative compaction. Aggregate base should be placed in thin lifts, moisture conditioned, as necessary, and compacted to a minimum of 95 percent relative compaction. 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. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 24 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. 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 August 31, 2013 GeoMat Testing Laboratories, Inc. Page 25 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. 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. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 26 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. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Page 27 LIMITATION OF INVESTIGATION Geotechnical Risk The concept of risk is an important aspect of the geotechnical evaluation. The primary reason for this is that the analytical methods used to develop geotechnical recommendations do not comprise an exact science. The analytical tools which geotechnical engineers use are generally empirical and must be used in conjunction with engineering judgment and experience. Therefore, the solutions and recommendations presented in the geotechnical evaluation should not be considered risk-free and, more importantly, are not a guarantee that the interaction between the soils and the proposed structure will perform as planned. The engineering recommendations presented in the preceding sections constitute GeoMat Testing Laboratories professional estimate of those measures that are necessary for the proposed structure to perform according to the proposed design based on the information generated and referenced during this evaluation, and GeoMat Testing Laboratories experience in working with these conditions. Limitation of Investigation This report was prepared for the exclusive use of the subject site. The use by others, or for the purposes other than intended, is at the user’s sole risk. Our investigation was performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable Geotechnical Engineers practicing in this or similar locations within the limitations of scope, schedule, and budget. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report. The field and laboratory test data are believed representative of the project site; however, soil conditions can vary significantly. As in most projects, conditions revealed during grading may be at variance with preliminary findings. If this condition occurs, the possible variations must be evaluated by the Project Geotechnical Engineer and adjusted as required or alternate design recommended. This report is issued with the understanding that it is the responsibility of the owner, or his representative, to ensure that the information and recommendations contained herein are brought to the attention of the architect and engineer for the project and incorporated into the plans, and the necessary steps are taken to see that the contractor and subcontractor carry out such recommendations in the field. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations, and we cannot be responsible for other than our own personnel on the site; therefore, the safety of others is the responsibility of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. The findings, conclusions, and recommendations presented herein are based on our understanding of the project and on subsurface conditions observed during our site work, and are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In additions, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. The findings of this report are valid as of the present date. However, changes in the conditions of a property can occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. In additions, changes in applicable or appropriate standards may occur, whether they result from legislation or the broadening of knowledge. Topo USA® 6.0 Site Data use subject to license. © 2006 DeLorme. Topo USA® 6.0. www.delorme.com TN MN (12.2°E) 0 200 400 600 800 1000 0 100 200 300 400 500 ftm Scale 1 : 12,800 1" = 1,066.7 ftData Zoom 14-0 SITE AERIAL SITE TECTONIC SETTING Rancho Vista & Mira Loma, Temecula X SITE GEOLOGIC MAP Rancho Vista & Mira Loma, Temecula (944-060-006)SITE Qyaa - Young alluvial channel deposits (Holocene and latest Pleistocene) Qvoa Qpfs - Pauba Formation (Pleistocene) - Brown, well indurated sandstone containing sparse conglomerate beds - Very old alluvial channel deposits (middle to early Pleistocene) Scale ~900’N W ill a r d F a u l t El s i n o r e F a u l t W il d o m a r F a u l t Source: USGS OFR 03-189; USGS OFR 2006-1217 SITE AP ZONE Map, Murrieta Quad. FAULTS OF SOUTHERN CALIFORNIA Source: USGS. Website. SITE EASEMENT NOTES Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. SURFICIAL STABILITY CALCULATION Saturation Zone (h) = 4’ Soil Total Unit Weight (Yt) = 120 pcf Soil Buoyant Weight = 62.4 pcf Slope Angle (ß)= 26.6º Soil Cohesion (C) = 288 psf Soil Friction Angle (Ø) = 34º FS = 2.1 FS>1.5 is desired H = zone of saturation, usually taken as 4’, unless in arid regions or where GWT is very deep, in that case H = 2’ is sufficient. Plate 3 Project Name:Project No.11081-01 Refference: Naval Facilities Engineering Command, Design Manual 7.01, September 1986 Definitions ΔH (ft)Immediate Settlement of Footing q (tsf)Footing Unit Load in tsf B (ft)Footing Width D (ft)Depth of Footing Below Grade Kv (t/ft3)Modulus of Vertical Subgrade Reaction (from NAVAC 7.1-219) Note Modulus of Esticity Increasing Linearly with Depth Shallow Footings D ≤ B For B ≤ 20 feet:ΔH = 4 q B2/Kv (B+1)2 Interpolate for Intermediate Values of B For B ≥ 40 feet:ΔH = 2 q B2/Kv (B+1)2 Deep Footings D ≥ 5B For B ≤ 20 feet:ΔH = 2 q B2/Kv (B+1)2 Calculations: Enter yellow Fields q 1 tsf B 1.5 Kv 100 From NAVAC 7.1, Fig 6, P 219 Shallow Footings D ≤ B:ΔH = 4 q B2/Kv (B+1)ΔH = 2 q B2/Kv (B+1) ΔH (ft)0.014 ΔH (ft)0.007 ΔH (in)0.2 ΔH (in)0.1 For B ≤ 20 feet For B ≥ 40 feet Notes: For isolated footings multiply the settlement computed for width "B" by 2. Terzaghi, K. and Peck, R., "Soil Mechanics in Engineering Practice", Page 489; suggested that for footings on sand, differential settlement is unlikely to exceed 75% of the total settlement. For clays, differential settlement may in some cases approach the total settlement. Plate 2 Instantaneous Settlement of Continous Footings on Granular Soils Tentative Tract 33584 Appendix A Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A REFERENCES Inland Foundation Engineering, Preliminary Geotechnical Investigation, Proposed Residential Development, Mira Loma Drive, Temecula, California A.P.N. 944–060–006.” Report Dated April 19, 2005, Project Number P283–003. GeoMat Testing Laboratories, Inc. “Preliminary Geotechnical Investigation Report Update, Tentative Tract Map 33584, A.P.N. 944-060-006, Proposed Residential Development, Northeast Corner of Mira Loma Drive and Rancho Vista Road, Temecula, California.” Report Dated December 30, 2011, Project No. 11081-01. GeoMat Testing Laboratories, Inc. “Additional Subsurface Soil Investigation, Review of Rough Grading Plan, Foundation Recommendations and Liquefaction Analysis, Tentative Tract Map 33584, A.P.N. 944-060-006, Proposed Residential Development, Northeast Corner of Mira Loma Drive and Rancho Vista Road, Temecula, California.” Report dated February 11, 2012 Department of the Navy, Design Manual 7.01, Soil Mechanics, September 1986. Department of the Navy, Design Manual 7.02, Foundation and Earth Structures, September 1986. Department of the Army, US Army Corps of Engineers, Engineering and Design, Bearing Capacity of Soils, EM 1110-1-1905. CivilTech, LiquefyPro Software. Principals of Foundation Design, Braja Das. Robert Day, Geotechnical Engineer’s Portable Handbook. Robert Day, Geotechnical Foundation Handbook. Manual on Scour at Bridges and other Hydraulic Structures. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California December 30, 2011 GeoMat Testing Laboratories, Inc. Appendix A BIBLIOGRAPHY USGS, Geologic Map of the Temecula 7.5 Min Quadrangle, San Diego and Riverside Counties. CGS, Seismic Hazard Zone Report 115, Seismic Hazard Zone Report for the Murrieta 7.5 Min Quadrangle, Riverside County, California, 2007. Association of Engineering Geologists, Southern California Section, Special Publication, Geology, Seismicity, and Environmental Impact, 1973. Association of Engineering Geologists, Southern California Section, Special Publication 4, Engineering Geology Practice in Southern California, 1992. Bell, F. G. (Ed.), 1994, Engineering in Rock Masses: Oxford, London, Boston, Butterworth-Heinemann Ltd (member Reed Elsevier group), 580p. CDMG/CGS, Digital images of official maps of Alquist Priolo Earthquake Fault Zones of California, southern region, CDMG/CGS, Fault Investigation reports for development sites within Alquist Priolo Earthquake Fault Zones in southern California, 1974-2000, CDMG/CGS, Fault Evaluation reports prepared under the Alquist-Priolo Earthquake Fault Zoning Act Region 2 – Southern California, CDMG., Geologic Data Map No. 6, Fault Activity Map of California and Adjacent Areas, 1994. CDMG. Note 36, Geomorphic Provinces and Some Principal Faults of California, 1986. CDMG. Bulletin No. 146. CDMG/USGS, Preliminary Digital Geologic Map of the Santa Ana 30’x 60’ Quadrangle. GSA., Geology of North America, V. G-3, the Cordilleran Orogen: Conterminous U.S., 1992. GSA., Memoir 178, the San Andreas Fault System: Displacement, Palinspastic Reconstruction, and Geologic Evolution, 1993. USGS, OFR 03-189 (Geol. Map Murrieta Quad. Riverside County), USGS, OFR 2006-1217, Geologic Map and associated figures of the Santa Ana and San Bernardino 30’ x 60’ Quadrangles. USGS. Map MF-1964, Map Showing Late Quaternary Faults and 1978-84 Seismicity. USGS. Open File Report 85-365, Distribution and Geologic Relations of Fault Systems in the Vicinity of the Central Transverse Ranges, southern California, 1985. USGS. Professional Paper 1515, The San Andreas Fault System, Calif., 1990. USGS. Open File Report 96-706/DMG Open-File Report 96-08, Probabilistic Seismic Hazard Assessment for the State of California, 1996. Websites: CDMG/CGS, USGS, and Riverside County GIS Appendix B GeoMat Testing Laboratories, Inc. GEOTECHNICAL BORING LOGS Drill Hole No.__B-1__ ___ Date:__ January 15, 2012 Project No 11081-01 __ Drilling Company:__ GeoMat ___________ Type of Rig: CME 45 Hole Diameter:__6"_ Drive Weight:_Auto 140 lbs._ Drop:_30"_ Elevation:___Existing Surface DE P T H SP T SA M P L E TE S T BL O W S PE R 6 I N C H DR Y DE N S I T Y MO I S T U R E (% ) US C S CL A S S . GEOTECHNICAL DESCRIPTION LOGGED BY: _TK___ SAMPLED BY: _TK___ 1 SM SILTY SAND: 2 Medium Brown, fine to coarse grained, moist 3 4 5 CR 6 7 8 9 10 12 SS 5 Me d i u m De n s e % Passing No. 200 Sieve = 14 6 6 11 12 13 14 Me d i u m De n s e 15 14 SS 4 SWSM WELL GRADED SAND WITH SILT: some gravel %Passing No. 200 Sieve=5 6 8 16 17 TOTAL DEPTH= 15’ NO GROUNDWATER 18 BOREHOLE BACKFILLED 19 20 SS 21 22 23 24 25 GeoMat Testing Laboratories, Inc. GEOTECHNICAL BORING LOGS Drill Hole No.__B-2__ ___ Date:__ January 14, 2012 Project No 11081-01 __ Drilling Company:__ GeoMat ___________ Type of Rig: CME 45 Hole Diameter:__6"_ Drive Weight:_Auto 140 lbs._ Drop:_30"_ Elevation:___Existing Surface DE P T H SP T SA M P L E TE S T BL O W S PE R 6 I N C H DR Y DE N S I T Y MO I S T U R E (% ) US C S CL A S S . GEOTECHNICAL DESCRIPTION LOGGED BY: _TK___ SAMPLED BY: _TK___ 1 Fill SM SILTY SAND: 2 Medium Brown, fine to coarse grained, moist 3 4 Ve r y De n s e 5 57 CR 20 32 56 6 7 8 9 10 18 SS 9 Me d i u m De n s e Light brown, silty fine sand 8 10 11 12 13 14 Me d i u m De n s e 15 23 SS 7 11 12 16 17 18 19 De n s e 20 30 SS 9 15 15 21 TOTAL DEPTH= 20’ NO GROUNDWATER 22 BOREHOLE BACKFILLED 23 24 25 GeoMat Testing Laboratories, Inc. GEOTECHNICAL BORING LOGS Drill Hole No.__B-3__ ___ Date:__ January 15, 2012 Project No 11081-01 __ Drilling Company:__ GeoMat ___________ Type of Rig: CME 45 Hole Diameter:__6"_ Drive Weight:_Auto 140 lbs._ Drop:_30"_ Elevation:___Existing Surface DE P T H SP T SA M P L E TE S T BL O W S PE R 6 I N C H DR Y DE N S I T Y MO I S T U R E (% ) US C S CL A S S . GEOTECHNICAL DESCRIPTION LOGGED BY: _TK___ SAMPLED BY: _TK___ 1 ML SANDY SILT: 2 Medium brown, moist 3 4 Ve r y Fi r m 5 21 CR 10 124 8 Light brown 15 18 6 % Passing No. 220 Sieve = 52 7 8 9 10 22 SS 6 Me d i u m De n s e 4 SWSM SAND WITH SILT 11 11 11 Tan brown, uniformly grained 12 % Passing No. 220 Sieve = 6 13 14 15 16 SS 7 Ve r y Fi r m 15 CL LEAN CLAY 7 9 16 Medium brown, uniformly fine grained 17 18 19 % Passing No. 220 Sieve = 68 Ve r y Fir m 20 13 SS 4 24 LL=32 PL=23 PI=9 5 8 21 22 23 24 Me d i u m De n s e 25 15 SS 6 8 SWSM SAND WITH SILT 6 9 GeoMat Testing Laboratories, Inc. GEOTECHNICAL BORING LOGS Drill Hole No.__B-3_ ___ Date:__ January 15, 2012 Project No -11081-01 __ Drilling Company:__GeoMat ___________ Type of Rig CME 45 Hole Diameter:__6"_ Drive Weight:_Auto 140 lbs._ Drop:_30"_ Elevation:___Existing Surface DE P T H SP T SA M P L E TE S T BL O W S PE R 6 I N C H DR Y DE N S I T Y MO I S T U R E (% ) US C S CL A S S . GEOTECHNICAL DESCRIPTION LOGGED BY: _HMN___ SAMPLED BY: _HMN___ 26 SWSM SAND WITH SILT 27 Red brown, coarse sand with gravel 28 % Passing No. 220 Sieve = 8 29 Me d i u m De n s e 30 24 SS 7 7 SM SILTY SAND 11 13 31 Gray, fine coarse grained 32 % Passing No. 220 Sieve = 14 33 34 35 32 11 Ha r d 22 CL LEAN CLAY 14 18 36 Olive brown 37 % Passing No. 220 Sieve = 62 38 LL=47 PL=27 PI=19 39 Ha r d 40 35 20 7 13 41 22 % Passing No. 220 Sieve = 62 42 43 44 Ha r d 45 110 20 16 23 58/4” 46 47 48 49 Ha r d 50 74 11 20 % Passing No. 220 Sieve = 58 63 TOTAL DEPTH=50 FEET, GROUNDWATER AT 29’, HOLE BACKFILLED GeoMat Testing Laboratories, Inc. GEOTECHNICAL BORING LOGS Drill Hole No.__B-4__ ___ Date:__ January 15, 2012 Project No 11081-01 __ Drilling Company:__ GeoMat ___________ Type of Rig: CME 45 Hole Diameter:__6"_ Drive Weight:_Auto 140 lbs._ Drop:_30"_ Elevation:___Existing Surface DE P T H SP T SA M P L E TE S T BL O W S PE R 6 I N C H DR Y DE N S I T Y MO I S T U R E (% ) US C S CL A S S . GEOTECHNICAL DESCRIPTION LOGGED BY: _TK___ SAMPLED BY: _TK___ 1 SM SILTY SAND: 2 Brown, fine to coarse grained, moist 3 4 Ve r y De n s e 5 60 CR 27 43 49 6 7 8 9 10 18 SS 4 Me d i u m De n s e Dark brown, fine to coarse grained with gravel 7 11 11 12 13 14 Me d i u m De n s e 15 15 SS 4 6 9 16 TOTAL DEPTH= 15’ NO GROUNDWATER 17 BOREHOLE BACKFILLED 18 19 20 21 22 23 24 25 GeoMat Testing Laboratories, Inc. GEOTECHNICAL BORING LOGS Drill Hole No.__B-5__ ___ Date:__ January 15, 2012 Project No 11081-01 __ Drilling Company:__ GeoMat ___________ Type of Rig: CME 45 Hole Diameter:__6"_ Drive Weight:_Auto 140 lbs._ Drop:_30"_ Elevation:___Existing Surface DE P T H SP T SA M P L E TE S T BL O W S PE R 6 I N C H DR Y DE N S I T Y MO I S T U R E (% ) US C S CL A S S . GEOTECHNICAL DESCRIPTION LOGGED BY: _TK___ SAMPLED BY: _TK___ 1 SM SILTY SAND: 2 Red brown, moist, sandy 3 4 De n s e 5 30 CR 12 118 13 % Passing No. 200 Sieve = 15 20 26 6 7 8 9 10 14 SS 4 Me d i u m De n s e 7 Dark brown 7 7 11 % Passing No. 200 Sieve = 19 12 13 14 15 16 SS 3 Ve r y Fi r m 15 CL-ML SANDY SILTY CLAY 7 9 16 Olive brown, cohesive, sandy 17 LL=29 PL=22 PI=7 18 % Passing No. 200 Sieve = 63 19 Me d i u m De n s e 20 14 SS 6 16 SM SILTY SAND 6 8 21 Tan brown silty fine sand 22 % Passing No. 200 Sieve = 30 23 24 Ve r y Fi r m 25 15 SS 5 CL LEAN CLAY 6 9 GeoMat Testing Laboratories, Inc. GEOTECHNICAL BORING LOGS Drill Hole No.__B-5_ ___ Date:__ January 15, 2012 Project No -11081-01 __ Drilling Company:__GeoMat ___________ Type of Rig CME 45 Hole Diameter:__6"_ Drive Weight:_Auto 140 lbs._ Drop:_30"_ Elevation:___Existing Surface DE P T H SP T SA M P L E TE S T BL O W S PE R 6 I N C H DR Y DE N S I T Y MO I S T U R E (% ) US C S CL A S S . GEOTECHNICAL DESCRIPTION LOGGED BY: _HMN___ SAMPLED BY: _HMN___ 26 19 CL LEAN CLAY 27 LL=32 PL=22 PI=10 28 % Passing No. 200 Sieve = 51 29 Me d i u m De n s e 30 20 SS 8 5 SWSM WELL GRADED SAND WITH SILT 10 10 31 Tan brown, fine to medium grained 32 % Passing No. 200 Sieve = 6 33 34 35 26 9 Me d i u m De n s e 9 12 14 36 % Passing No. 200 Sieve = 8 37 38 39 Ve r y D e n s e 40 110 8 % Passing No. 200 Sieve = 6 26 49 41 61 Becoming gravelly 42 43 44 Ve r y D e n s e 45 70 18 19 SM SILTY SAND: 32 38 46 Olive brown, silty fine sand 47 % Passing No. 200 Sieve = 33 48 49 Ve r y De n s e 50 82 14 30 52 TOTAL DEPTH=50 FEET, NO GROUNDWATER HOLE BACKFILLED Appendix C LABORATORY TESTING INTRODUCTION The contents of this appendix shall be integrated with the geotechnical engineering study of which it is a part. The data contained in this appendix shall not be used in whole or in part as a sole source for information or recommendations regarding the subject site. Not all of the tests included in the following list have been performed on this project. LABORATORY ANALYSIS Laboratory tests were performed on selected driven ring or SPT and bulk soil samples to estimate engineering characteristics of the various earth materials encountered. Testing was performed in general accordance with ASTM Standards for Soil Testing. The results of the laboratory analyses are summarized in this Appendix. Laboratory Moisture and Density Determinations Moisture content and dry density determinations were performed on selected driven ring samples collected by California Ring Split Spoon Sampler (ASTM D1587) to evaluate the natural water content and dry density of the various soils encountered in accordance with ASTM D2216 and part of D2937. The results are presented on the respective drill-hole logs. Sieve Analysis and Hydrometer Laboratory sieve analysis and hydrometer were performed on selected bulk, driven ring, or split spoon samples collected to evaluate the grain size distribution of the various soils encountered in accordance with ASTM D422. The graphical results are presented in this Appendix. Atterberg Limits Tests Atterberg limits tests were performed on selected samples. Liquid and plastic limits were determined in accordance with standard test method ASTM D4318. The test results are shown on Plasticity Chart in this Appendix and may be also be listed on the respective drill-hole logs. Direct Shear Tests. Direct shear tests were performed on a selected driven ring sample to evaluate the shear strength of the earth materials. The tests were performed in accordance with standard test method ASTM D-3080. Summary plots of the direct shear data are presented in this Appendix. Residual shear strength was obtained by re-shearing the samples. Compaction Tests Compaction tests were performed on selected samples of the onsite soils to assess their compaction characteristics. The tests were performed in accordance with ASTM D1557 and the results are presented in this Appendix. R-Value Tests R-value tests were performed on selected samples of surficial earth material. The test was performed in accordance with standard test method ASTM D2844 or CT-301 and test results is in this Appendix. Expansion Index Tests Expansion Index tests were performed on selected samples of the near-surface soils to estimate the expansion characteristics. The test was performed in general accordance with Uniform Building Code (UBC) Standard No. 29-2, Expansion Index Test Method. The results are presented in this Appendix. Soil Chemistry Tests/Corrosion Tests soil chemistry tests were performed on select samples to evaluate resistivity, pH, sulfate, and chloride. The results of the testing and opinion on corrosivity to pipe and concrete materials are summarized in the text. The laboratory output is presented in this Appendix. Odometer Consolidation-Swell Test This can be used to determine consolidation (ASTM D2435) and swelling (ASTM D4546) parameters. Consolidation tests were performed on samples, within the brass ring, to predict the soils behavior under a specific load. Porous stones are placed in contact with top and bottom of the samples to permit to allow the addition or release of water. Loads are applied in several increments and the results are recorded at selected time intervals. Samples are tested at field and increased moisture content. The results are plotted on the Consolidation Test Curve and the load at which the water is added is noted on the drawing. Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS D10 D20 D30 D50 D60 0.0405 0.0836 0.1397 0.4097 0.7382 SAMPLE LOCATION FIELD MOISTURE Cu Cc % Clay % Silt % Sand % Coarse PERCENT PASSING No 200 USCS B-5@10’ 7 0.7 18.2 1.6 16.5 60.1 1.8 19 SM ASTM 422-63 (2002) 0 10 20 30 40 50 60 70 80 90 100 1.0E-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 August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS D10 D20 D30 D50 D60 0.0445 0.0606 0.0767 0.1192 0.1544 SAMPLE LOCATION FIELD MOISTURE Cu Cc % Clay % Silt % Sand % Coarse PERCENT PASSING No 200 USCS B-5@20’ 16 0.9 3.5 0 30 69.9 0.1 30 SM ASTM 422-63 (2002) 0 10 20 30 40 50 60 70 80 90 100 1.0E-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 August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS D10 D20 D30 D50 D60 0.0445 0.0606 0.0767 0.1192 0.1544 SAMPLE LOCATION FIELD MOISTURE Cu Cc % Clay % Silt % Sand % Coarse PERCENT PASSING No 200 USCS B-5@ 30’ 5 9.9 3 0.3 5.6 90.3 3.7 6 SWSM ASTM 422-63 (2002) 0 10 20 30 40 50 60 70 80 90 100 1.0E-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 August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS D10 D20 D30 D50 D60 0.0910 0.2052 0.3205 0.5991 0.7949 SAMPLE LOCATION FIELD MOISTURE Cu Cc % Clay % Silt % Sand % Coarse PERCENT PASSING No 200 USCS B-5@ 35’ 9 8.7 1.4 2.1 6.6 86.9 4.4 8 SWSM ASTM 422-63 (2002) 0 10 20 30 40 50 60 70 80 90 100 1.0E-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 August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS D10 D20 D30 D50 D60 0.1247 0.2407 0.4164 1.1394 1.6073 SAMPLE LOCATION FIELD MOISTURE Cu Cc % Clay % Silt % Sand % Coarse PERCENT PASSING No 200 USCS B-5@ 40’ 8 12.9 1 0.9 4.8 81.5 12.7 6 SWSM ASTM 422-63 (2002) 0 10 20 30 40 50 60 70 80 90 100 1.0E-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 August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS D10 D20 D30 D50 D60 0.0343 0.0518 0.0694 0.1176 0.1594 SAMPLE LOCATION FIELD MOISTURE Cu Cc % Clay % Silt % Sand % Coarse PERCENT PASSING No 200 USCS B-5@ 45’ 19 4.6 0.9 0.4 32.6 66.7 0.4 33 SM ASTM 422-63 (2002) 0 10 20 30 40 50 60 70 80 90 100 1.0E-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 August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS SAMPLE LOCATION LL (%) PL (%) PI (%) USCS B-3 @ 20’ 32 23 9 CL 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 Liquid limit Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS SAMPLE LOCATION LL (%) PL (%) PI (%) USCS B-3 @ 35’ 46 27 19 CL 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 Liquid limit Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS SAMPLE LOCATION LL (%) PL (%) PI (%) USCS B-5 @ 15’ 29 22 7 MLCL 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 Liquid limit Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS SAMPLE LOCATION LL (%) PL (%) PI (%) USCS B-5 @ 25’ 32 22 10 CL 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 Liquid limit Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS Sample % Field Moisture % Sat. Moisture In Place Density (pcf) Friction Angle Cohesion (psf) USCS B3 @ 5’ 8 12 124 Ultimate Residual Ultimate Residual Sandy Silt 35° 28° 309 240 0 20 40 60 80 100 0 50 100 150 200 250 Net normal stress (kPa) 1 2 3 Mohr-Coulomb Envelope 1 2 3 Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS Sample % Field Moisture % Sat. Moisture In Place Density (pcf) Friction Angle Cohesion (psf) USCS B5 @ 5’ 13 16 118 Ultimate Residual Ultimate Residual Silty Sand 29° 31° 284 186 0 20 40 60 80 100 120 0 50 100 150 200 250 Net normal stress (kPa) 1 2 3 Mohr-Coulomb Envelope 1 2 3 Tentative Tract Map 33584 Project No. 11081-01 City of Temecula, California August 31, 2013 GeoMat Testing Laboratories, Inc. Appendix A LABORATORY TEST RESULTS No. 200 Wash Moisture Content (%) % Passing No. 200 Sieve B-3@ 5’ 8 52 B-3@ 10’ 4 6 B-3@ 20’ 24 68 B-3@ 25’ 8 8 B-3@ 30’ 7 14 B-3@ 35’ 22 62 B-3@ 40’ 20 62 B-3@ 50’ 20 58 B-5@ 15 15 63 B-5@ 25 19 51 Sample Compacted Moisture Final Moisture Expansion Index Expansion Potential B-3 7 17 9 Very Low Appendix D Appendix E Appendix F 2112052 2112052 221206 16120NoLq 13120NoLq 151208 2412014 32120NoLq 35120NoLq 110120NoLq 7412058 Sandy Silt Sand with Silt Lean Clay Sand with Silt Silty Sand Lean Clay Lean Clay Liq u e f y P r o C i v i l T e c h S o f t w ar e U S A w w w . c i v i l t e c h . c o m GeoMat Testing Laboratories, Inc. LIQUEFACTION ANALYSIS Tentative Tract 33584 11081-01 Hole No.=B-3 Water Depth=0 ftMagnitude=6.75 Acceleration=0.55g Raw Unit FinesSPT Weight %(ft)0 10 20 30 40 50 60 70 Shear Stress Ratio CRR CSR fs1 Shaded Zone has Liquefaction Potential 02 Soil DescriptionFactor of Safety051Settlement Saturated Unsaturat. S = 0.39 in. 0 (in.)1 fs1=1 LIQUEFACTION ANALYSIS CALCULATION SUMMARY SHEET 2/12/2012 11:00:19 AM Title: Tentative Tract 33584 Subtitle: 11081-01 Input Data: Surface Elev.= Hole No.=B-3 Depth of Hole=50.0 ft Water Table during Earthquake= 0.0 ft Water Table during In-Situ Testing= 29.0 ft Max. Acceleration=0.55 g Earthquake Magnitude=6.8 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine* 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1.60 7. Borehole Diameter, Cb= 1.05 8. Sampling Method, Cs= 1.2 9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fs1=1) 10. Use Curve Smoothing: Yes* * Recommended Options In-Situ Test Data: Depth SPT gamma Fines ft pcf % ____________________________________ 0.0 21.0 120.0 52.0 5.0 21.0 120.0 52.0 10.0 22.0 120.0 6.0 15.0 16.0 120.0 NoLiq 20.0 13.0 120.0 NoLiq 25.0 15.0 120.0 8.0 30.0 24.0 120.0 14.0 35.0 32.0 120.0 NoLiq 40.0 35.0 120.0 NoLiq 45.0 110.0 120.0 NoLiq 50.0 74.0 120.0 58.0 ____________________________________ Output Results: Settlement of Saturated Sands=0.39 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=0.39 in. Differential Settlement=0.193 to 0.255 in. Depth CRRv CSRm F.S. S_sat. S_dry S_all ft in. in. in. _______________________________________________________ 0.00 2.00 0.36 5.00 0.39 0.00 0.39 1.00 2.00 0.74 3.52 0.39 0.00 0.39 2.00 2.00 0.74 3.53 0.39 0.00 0.39 3.00 2.00 0.74 3.54 0.39 0.00 0.39 4.00 2.00 0.74 3.55 0.39 0.00 0.39 5.00 2.00 0.74 3.56 0.39 0.00 0.39 6.00 2.00 0.73 3.57 0.39 0.00 0.39 7.00 2.00 0.73 3.57 0.39 0.00 0.39 8.00 2.00 0.73 3.58 0.39 0.00 0.39 9.00 2.00 0.73 3.59 0.39 0.00 0.39 10.00 2.00 0.73 3.60 0.39 0.00 0.39 11.00 2.00 0.73 3.61 0.39 0.00 0.39 12.00 2.00 0.72 3.62 0.39 0.00 0.39 13.00 2.00 0.72 3.63 0.39 0.00 0.39 14.00 2.00 0.72 3.63 0.39 0.00 0.39 15.00 2.00 0.72 5.00 0.38 0.00 0.38 16.00 2.00 0.72 5.00 0.38 0.00 0.38 17.00 2.00 0.72 5.00 0.38 0.00 0.38 18.00 2.00 0.71 5.00 0.38 0.00 0.38 19.00 2.00 0.71 5.00 0.38 0.00 0.38 20.00 2.00 0.71 5.00 0.38 0.00 0.38 21.00 2.00 0.71 5.00 0.38 0.00 0.38 22.00 2.00 0.71 5.00 0.38 0.00 0.38 23.00 2.00 0.70 5.00 0.38 0.00 0.38 24.00 2.00 0.70 5.00 0.38 0.00 0.38 25.00 2.00 0.70 5.00 0.38 0.00 0.38 26.00 0.32 0.70 0.59* 0.19 0.00 0.19 27.00 0.39 0.70 0.73* 0.04 0.00 0.04 28.00 1.98 0.70 3.73 0.00 0.00 0.00 29.00 1.97 0.69 3.72 0.00 0.00 0.00 30.00 1.97 0.69 3.71 0.00 0.00 0.00 31.00 1.96 0.69 3.74 0.00 0.00 0.00 32.00 1.95 0.68 3.76 0.00 0.00 0.00 33.00 1.95 0.67 3.78 0.00 0.00 0.00 34.00 1.94 0.67 3.81 0.00 0.00 0.00 35.00 1.94 0.66 3.83 0.00 0.00 0.00 36.00 2.00 0.66 5.00 0.00 0.00 0.00 37.00 2.00 0.65 5.00 0.00 0.00 0.00 38.00 2.00 0.64 5.00 0.00 0.00 0.00 39.00 2.00 0.64 5.00 0.00 0.00 0.00 40.00 2.00 0.63 5.00 0.00 0.00 0.00 41.00 2.00 0.63 5.00 0.00 0.00 0.00 42.00 2.00 0.62 5.00 0.00 0.00 0.00 43.00 2.00 0.61 5.00 0.00 0.00 0.00 44.00 2.00 0.61 5.00 0.00 0.00 0.00 45.00 2.00 0.60 5.00 0.00 0.00 0.00 46.00 2.00 0.60 5.00 0.00 0.00 0.00 47.00 2.00 0.59 5.00 0.00 0.00 0.00 48.00 2.00 0.58 5.00 0.00 0.00 0.00 49.00 2.00 0.58 5.00 0.00 0.00 0.00 50.00 2.00 0.57 5.00 0.00 0.00 0.00 _______________________________________________________ * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units:Depth = ft, Stress or Pressure = tsf (atm), Unit Weight = pcf, Settlement = in. _______________________________________________________________________ CRRv Cyclic resistance ratio from soils CSRm Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRv/CSRm S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils LIQUEFACTION ANALYSIS CALCULATION SHEET 2/12/2012 11:00:42 AM Title: Tentative Tract 33584 Subtitle: 11081-01 Input Data: Surface Elev.= Hole No.=B-3 Depth of Hole=50.0 ft Water Table during Earthquake= 0.0 ft Water Table during In-Situ Testing= 29.0 ft Max. Acceleration=0.55 g Earthquake Magnitude=6.8 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine* 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1.60 7. Borehole Diameter, Cb= 1.05 8. Sampling Method, Cs= 1.2 9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fs1=1) 10. Use Curve Smoothing: Yes* * Recommended Options In-Situ Test Data: Depth SPT Gamma Fines ft pcf % ____________________________________ 0.0 21.0 120.0 52.0 5.0 21.0 120.0 52.0 10.0 22.0 120.0 6.0 15.0 16.0 120.0 NoLiq 20.0 13.0 120.0 NoLiq 25.0 15.0 120.0 8.0 30.0 24.0 120.0 14.0 35.0 32.0 120.0 NoLiq 40.0 35.0 120.0 NoLiq 45.0 110.0 120.0 NoLiq 50.0 74.0 120.0 58.0 ____________________________________ Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=1.00 ft CSR Calculation: Depth gamma sigma gamma' sigma' rd CSR fs1 CSRfs ft pcf tsf pcf tsf *fs1 ________________________________________________________________________ 0.00 57.6 0.000 57.6 0.000 1.00 0.36 1.0 0.36 1.00 120.0 0.060 57.6 0.029 1.00 0.74 1.0 0.74 2.00 120.0 0.120 57.6 0.058 1.00 0.74 1.0 0.74 3.00 120.0 0.180 57.6 0.086 0.99 0.74 1.0 0.74 4.00 120.0 0.240 57.6 0.115 0.99 0.74 1.0 0.74 5.00 120.0 0.300 57.6 0.144 0.99 0.74 1.0 0.74 6.00 120.0 0.360 57.6 0.173 0.99 0.73 1.0 0.73 7.00 120.0 0.420 57.6 0.202 0.98 0.73 1.0 0.73 8.00 120.0 0.480 57.6 0.230 0.98 0.73 1.0 0.73 9.00 120.0 0.540 57.6 0.259 0.98 0.73 1.0 0.73 10.00 120.0 0.600 57.6 0.288 0.98 0.73 1.0 0.73 11.00 120.0 0.660 57.6 0.317 0.97 0.73 1.0 0.73 12.00 120.0 0.720 57.6 0.346 0.97 0.72 1.0 0.72 13.00 120.0 0.780 57.6 0.374 0.97 0.72 1.0 0.72 14.00 120.0 0.840 57.6 0.403 0.97 0.72 1.0 0.72 15.00 120.0 0.900 57.6 0.432 0.97 0.72 1.0 0.72 16.00 120.0 0.960 57.6 0.461 0.96 0.72 1.0 0.72 17.00 120.0 1.020 57.6 0.490 0.96 0.72 1.0 0.72 18.00 120.0 1.080 57.6 0.518 0.96 0.71 1.0 0.71 19.00 120.0 1.140 57.6 0.547 0.96 0.71 1.0 0.71 20.00 120.0 1.200 57.6 0.576 0.95 0.71 1.0 0.71 21.00 120.0 1.260 57.6 0.605 0.95 0.71 1.0 0.71 22.00 120.0 1.320 57.6 0.634 0.95 0.71 1.0 0.71 23.00 120.0 1.380 57.6 0.662 0.95 0.70 1.0 0.70 24.00 120.0 1.440 57.6 0.691 0.94 0.70 1.0 0.70 25.00 120.0 1.500 57.6 0.720 0.94 0.70 1.0 0.70 26.00 120.0 1.560 57.6 0.749 0.94 0.70 1.0 0.70 27.00 120.0 1.620 57.6 0.778 0.94 0.70 1.0 0.70 28.00 120.0 1.680 57.6 0.806 0.93 0.70 1.0 0.70 29.00 120.0 1.740 57.6 0.835 0.93 0.69 1.0 0.69 30.00 120.0 1.800 57.6 0.864 0.93 0.69 1.0 0.69 31.00 120.0 1.860 57.6 0.893 0.92 0.69 1.0 0.69 32.00 120.0 1.920 57.6 0.922 0.91 0.68 1.0 0.68 33.00 120.0 1.980 57.6 0.950 0.91 0.67 1.0 0.67 34.00 120.0 2.040 57.6 0.979 0.90 0.67 1.0 0.67 35.00 120.0 2.100 57.6 1.008 0.89 0.66 1.0 0.66 36.00 120.0 2.160 57.6 1.037 0.88 0.66 1.0 0.66 37.00 120.0 2.220 57.6 1.066 0.87 0.65 1.0 0.65 38.00 120.0 2.280 57.6 1.094 0.86 0.64 1.0 0.64 39.00 120.0 2.340 57.6 1.123 0.86 0.64 1.0 0.64 40.00 120.0 2.400 57.6 1.152 0.85 0.63 1.0 0.63 41.00 120.0 2.460 57.6 1.181 0.84 0.63 1.0 0.63 42.00 120.0 2.520 57.6 1.210 0.83 0.62 1.0 0.62 43.00 120.0 2.580 57.6 1.238 0.82 0.61 1.0 0.61 44.00 120.0 2.640 57.6 1.267 0.82 0.61 1.0 0.61 45.00 120.0 2.700 57.6 1.296 0.81 0.60 1.0 0.60 46.00 120.0 2.760 57.6 1.325 0.80 0.60 1.0 0.60 47.00 120.0 2.820 57.6 1.354 0.79 0.59 1.0 0.59 48.00 120.0 2.880 57.6 1.382 0.78 0.58 1.0 0.58 49.00 120.0 2.940 57.6 1.411 0.78 0.58 1.0 0.58 50.00 120.0 3.000 57.6 1.440 0.77 0.57 1.0 0.57 ________________________________________________________________________ CSR is based on water table at 0.0 during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(N1)60 (N1)60f CRR7.5 ft tsf % _____________________________________________________________________________________ 0.00 21.00 2.02 0.75 0.000 1.70 53.98 52.00 7.20 61.18 2.00 1.00 21.00 2.02 0.75 0.060 1.70 53.98 52.00 7.20 61.18 2.00 2.00 21.00 2.02 0.75 0.120 1.70 53.98 52.00 7.20 61.18 2.00 3.00 21.00 2.02 0.75 0.180 1.70 53.98 52.00 7.20 61.18 2.00 4.00 21.00 2.02 0.75 0.240 1.70 53.98 52.00 7.20 61.18 2.00 5.00 21.00 2.02 0.75 0.300 1.70 53.98 52.00 7.20 61.18 2.00 6.00 21.20 2.02 0.75 0.360 1.67 53.42 42.80 7.20 60.62 2.00 7.00 21.40 2.02 0.75 0.420 1.54 49.93 33.60 6.86 56.79 2.00 8.00 21.60 2.02 0.75 0.480 1.44 47.14 24.40 4.66 51.80 2.00 9.00 21.80 2.02 0.85 0.540 1.36 50.84 15.20 2.45 53.28 2.00 10.00 22.00 2.02 0.85 0.600 1.29 48.67 6.00 0.24 48.91 2.00 11.00 20.80 2.02 0.85 0.660 1.23 43.87 6.00 0.24 44.11 2.00 12.00 19.60 2.02 0.85 0.720 1.18 39.58 6.00 0.24 39.82 2.00 13.00 18.40 2.02 0.85 0.780 1.13 35.70 6.00 0.24 35.94 2.00 14.00 17.20 2.02 0.85 0.840 1.09 32.16 6.00 0.24 32.40 2.00 15.00 16.00 2.02 0.95 0.900 1.05 32.30 NoLiq 7.20 39.50 2.00 16.00 15.40 2.02 0.95 0.960 1.02 30.10 NoLiq 7.20 37.30 2.00 17.00 14.80 2.02 0.95 1.020 0.99 28.07 NoLiq 7.20 35.27 2.00 18.00 14.20 2.02 0.95 1.080 0.96 26.17 NoLiq 7.20 33.37 2.00 19.00 13.60 2.02 0.95 1.140 0.94 24.39 NoLiq 7.20 31.59 2.00 20.00 13.00 2.02 0.95 1.200 0.91 22.73 NoLiq 7.20 29.93 0.44 21.00 13.40 2.02 0.95 1.260 0.89 22.86 NoLiq 7.20 30.06 0.48 22.00 13.80 2.02 0.95 1.320 0.87 23.00 NoLiq 7.20 30.20 2.00 23.00 14.20 2.02 0.95 1.380 0.85 23.15 NoLiq 7.20 30.35 2.00 24.00 14.60 2.02 0.95 1.440 0.83 23.30 NoLiq 7.20 30.50 2.00 25.00 15.00 2.02 0.95 1.500 0.82 23.46 NoLiq 7.20 30.66 2.00 26.00 16.80 2.02 0.95 1.560 0.80 25.76 9.20 1.01 26.77 0.31 27.00 18.60 2.02 0.95 1.620 0.79 27.99 10.40 1.30 29.28 0.39 28.00 20.40 2.02 1.00 1.680 0.77 31.73 11.60 1.58 33.31 2.00 29.00 22.20 2.02 1.00 1.740 0.76 33.93 12.80 1.87 35.80 2.00 30.00 24.00 2.02 1.00 1.770 0.75 36.36 14.00 2.16 38.52 2.00 31.00 25.60 2.02 1.00 1.799 0.75 38.48 14.00 2.16 40.64 2.00 32.00 27.20 2.02 1.00 1.828 0.74 40.56 14.00 2.16 42.72 2.00 33.00 28.80 2.02 1.00 1.857 0.73 42.61 14.00 2.16 44.77 2.00 34.00 30.40 2.02 1.00 1.886 0.73 44.63 14.00 2.16 46.79 2.00 35.00 32.00 2.02 1.00 1.914 0.72 46.63 14.00 2.16 48.79 2.00 36.00 32.60 2.02 1.00 1.943 0.72 47.15 NoLiq 7.20 54.35 2.00 37.00 33.20 2.02 1.00 1.972 0.71 47.66 NoLiq 7.20 54.86 2.00 38.00 33.80 2.02 1.00 2.001 0.71 48.17 NoLiq 7.20 55.37 2.00 39.00 34.40 2.02 1.00 2.030 0.70 48.68 NoLiq 7.20 55.88 2.00 40.00 35.00 2.02 1.00 2.058 0.70 49.18 NoLiq 7.20 56.38 2.00 41.00 49.99 2.02 1.00 2.087 0.69 69.76 NoLiq 7.20 76.96 2.00 42.00 64.99 2.02 1.00 2.116 0.69 90.08 NoLiq 7.20 97.28 2.00 43.00 79.99 2.02 1.00 2.145 0.68 110.12 NoLiq 7.20 117.32 2.00 44.00 94.99 2.02 1.00 2.174 0.68 129.90 NoLiq 7.20 137.10 2.00 45.00 109.99 2.02 1.00 2.202 0.67 149.42 NoLiq 7.20 156.62 2.00 46.00 102.80 2.02 1.00 2.231 0.67 138.75 NoLiq 7.20 145.95 2.00 47.00 95.60 2.02 1.00 2.260 0.67 128.21 NoLiq 7.20 135.41 2.00 48.00 88.40 2.02 1.00 2.289 0.66 117.80 NoLiq 7.20 125.00 2.00 49.00 81.20 2.02 1.00 2.318 0.66 107.53 NoLiq 7.20 114.73 2.00 50.00 74.00 2.02 1.00 2.346 0.65 97.40 NoLiq 7.20 104.60 2.00 _____________________________________________________________________________________ CRR is based on water table at 29.0 during In-Situ Testing Factor of Safety, - Earthquake Magnitude= 6.8: Depth sigC' CRR7.5 Ksigma CRRv CSRfs MSF CSRm F.S. ft tsf tsf tsf tsf tsf CRRv/CSRm ________________________________________________________________________ 0.00 0.00 2.00 1.00 2.00 0.36 1.31 0.27 5.00 1.00 0.04 2.00 1.00 2.00 0.74 1.31 0.57 3.52 2.00 0.08 2.00 1.00 2.00 0.74 1.31 0.57 3.53 3.00 0.12 2.00 1.00 2.00 0.74 1.31 0.56 3.54 4.00 0.16 2.00 1.00 2.00 0.74 1.31 0.56 3.55 5.00 0.20 2.00 1.00 2.00 0.74 1.31 0.56 3.56 6.00 0.23 2.00 1.00 2.00 0.73 1.31 0.56 3.57 7.00 0.27 2.00 1.00 2.00 0.73 1.31 0.56 3.57 8.00 0.31 2.00 1.00 2.00 0.73 1.31 0.56 3.58 9.00 0.35 2.00 1.00 2.00 0.73 1.31 0.56 3.59 10.00 0.39 2.00 1.00 2.00 0.73 1.31 0.56 3.60 11.00 0.43 2.00 1.00 2.00 0.73 1.31 0.55 3.61 12.00 0.47 2.00 1.00 2.00 0.72 1.31 0.55 3.62 13.00 0.51 2.00 1.00 2.00 0.72 1.31 0.55 3.63 14.00 0.55 2.00 1.00 2.00 0.72 1.31 0.55 3.63 15.00 0.59 2.00 1.00 2.00 0.72 1.31 0.55 5.00 ^ 16.00 0.62 2.00 1.00 2.00 0.72 1.31 0.55 5.00 ^ 17.00 0.66 2.00 1.00 2.00 0.72 1.31 0.55 5.00 ^ 18.00 0.70 2.00 1.00 2.00 0.71 1.31 0.55 5.00 ^ 19.00 0.74 2.00 1.00 2.00 0.71 1.31 0.54 5.00 ^ 20.00 0.78 0.44 1.00 2.00 0.71 1.31 0.54 5.00 ^ 21.00 0.82 0.48 1.00 2.00 0.71 1.31 0.54 5.00 ^ 22.00 0.86 2.00 1.00 2.00 0.71 1.31 0.54 5.00 ^ 23.00 0.90 2.00 1.00 2.00 0.70 1.31 0.54 5.00 ^ 24.00 0.94 2.00 1.00 2.00 0.70 1.31 0.54 5.00 ^ 25.00 0.98 2.00 1.00 2.00 0.70 1.31 0.54 5.00 ^ 26.00 1.01 0.31 1.00 0.32 0.70 1.31 0.53 0.59 * 27.00 1.05 0.39 1.00 0.39 0.70 1.31 0.53 0.73 * 28.00 1.09 2.00 0.99 1.98 0.70 1.31 0.53 3.73 29.00 1.13 2.00 0.99 1.97 0.69 1.31 0.53 3.72 30.00 1.15 2.00 0.98 1.97 0.69 1.31 0.53 3.71 31.00 1.17 2.00 0.98 1.96 0.69 1.31 0.52 3.74 32.00 1.19 2.00 0.98 1.95 0.68 1.31 0.52 3.76 33.00 1.21 2.00 0.97 1.95 0.67 1.31 0.52 3.78 34.00 1.23 2.00 0.97 1.94 0.67 1.31 0.51 3.81 35.00 1.24 2.00 0.97 1.94 0.66 1.31 0.51 3.83 36.00 1.26 2.00 0.97 2.00 0.66 1.31 0.50 5.00 ^ 37.00 1.28 2.00 0.96 2.00 0.65 1.31 0.50 5.00 ^ 38.00 1.30 2.00 0.96 2.00 0.64 1.31 0.49 5.00 ^ 39.00 1.32 2.00 0.96 2.00 0.64 1.31 0.49 5.00 ^ 40.00 1.34 2.00 0.96 2.00 0.63 1.31 0.48 5.00 ^ 41.00 1.36 2.00 0.95 2.00 0.63 1.31 0.48 5.00 ^ 42.00 1.38 2.00 0.95 2.00 0.62 1.31 0.47 5.00 ^ 43.00 1.39 2.00 0.95 2.00 0.61 1.31 0.47 5.00 ^ 44.00 1.41 2.00 0.94 2.00 0.61 1.31 0.46 5.00 ^ 45.00 1.43 2.00 0.94 2.00 0.60 1.31 0.46 5.00 ^ 46.00 1.45 2.00 0.94 2.00 0.60 1.31 0.45 5.00 ^ 47.00 1.47 2.00 0.94 2.00 0.59 1.31 0.45 5.00 ^ 48.00 1.49 2.00 0.93 2.00 0.58 1.31 0.45 5.00 ^ 49.00 1.51 2.00 0.93 2.00 0.58 1.31 0.44 5.00 ^ 50.00 1.53 2.00 0.93 2.00 0.57 1.31 0.44 5.00 ^ ________________________________________________________________________ * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/N60 qc1 (N1)60 Fines d(N1)60 (N1)60s ft tsf % ________________________________________________________________ 0.00 - - - 61.18 52.0 0.00 61.18 1.00 - - - 61.18 52.0 0.00 61.18 2.00 - - - 61.18 52.0 0.00 61.18 3.00 - - - 61.18 52.0 0.00 61.18 4.00 - - - 61.18 52.0 0.00 61.18 5.00 - - - 61.18 52.0 0.00 61.18 6.00 - - - 60.62 42.8 0.00 60.62 7.00 - - - 56.79 33.6 0.00 56.79 8.00 - - - 51.80 24.4 0.00 51.80 9.00 - - - 53.28 15.2 0.00 53.28 10.00 - - - 48.91 6.0 0.00 48.91 11.00 - - - 44.11 6.0 0.00 44.11 12.00 - - - 39.82 6.0 0.00 39.82 13.00 - - - 35.94 6.0 0.00 35.94 14.00 - - - 32.40 6.0 0.00 32.40 15.00 - - - 39.50 NoLiq 0.00 39.50 16.00 - - - 37.30 NoLiq 0.00 37.30 17.00 - - - 35.27 NoLiq 0.00 35.27 18.00 - - - 33.37 NoLiq 0.00 33.37 19.00 - - - 31.59 NoLiq 0.00 31.59 20.00 - - - 29.93 NoLiq 0.00 29.93 21.00 - - - 30.06 NoLiq 0.00 30.06 22.00 - - - 30.20 NoLiq 0.00 30.20 23.00 - - - 30.35 NoLiq 0.00 30.35 24.00 - - - 30.50 NoLiq 0.00 30.50 25.00 - - - 30.66 NoLiq 0.00 30.66 26.00 - - - 26.77 9.2 0.00 26.77 27.00 - - - 29.28 10.4 0.00 29.28 28.00 - - - 33.31 11.6 0.00 33.31 29.00 - - - 35.80 12.8 0.00 35.80 30.00 - - - 38.52 14.0 0.00 38.52 31.00 - - - 40.64 14.0 0.00 40.64 32.00 - - - 42.72 14.0 0.00 42.72 33.00 - - - 44.77 14.0 0.00 44.77 34.00 - - - 46.79 14.0 0.00 46.79 35.00 - - - 48.79 14.0 0.00 48.79 36.00 - - - 54.35 NoLiq 0.00 54.35 37.00 - - - 54.86 NoLiq 0.00 54.86 38.00 - - - 55.37 NoLiq 0.00 55.37 39.00 - - - 55.88 NoLiq 0.00 55.88 40.00 - - - 56.38 NoLiq 0.00 56.38 41.00 - - - 76.96 NoLiq 0.00 76.96 42.00 - - - 97.28 NoLiq 0.00 97.28 43.00 - - - 100.00 NoLiq 0.00 100.00 44.00 - - - 100.00 NoLiq 0.00 100.00 45.00 - - - 100.00 NoLiq 0.00 100.00 46.00 - - - 100.00 NoLiq 0.00 100.00 47.00 - - - 100.00 NoLiq 0.00 100.00 48.00 - - - 100.00 NoLiq 0.00 100.00 49.00 - - - 100.00 NoLiq 0.00 100.00 50.00 - - - 100.00 NoLiq 0.00 100.00 ________________________________________________________________ (N1)60s has been fines corrected in liquefaction analysis, therefore d(N1)60=0. Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine* Depth CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in. ________________________________________________________________________________ 49.95 0.44 5.00 NoLiq 100.00 100.00 0.000 0.0E0 0.000 0.000 49.00 0.44 5.00 NoLiq 100.00 100.00 0.000 0.0E0 0.000 0.000 48.00 0.45 5.00 NoLiq 100.00 100.00 0.000 0.0E0 0.000 0.000 47.00 0.45 5.00 NoLiq 100.00 100.00 0.000 0.0E0 0.000 0.000 46.00 0.45 5.00 NoLiq 100.00 100.00 0.000 0.0E0 0.000 0.000 45.00 0.46 5.00 NoLiq 100.00 100.00 0.000 0.0E0 0.000 0.000 44.00 0.46 5.00 NoLiq 100.00 100.00 0.000 0.0E0 0.000 0.000 43.00 0.47 5.00 NoLiq 100.00 100.00 0.000 0.0E0 0.000 0.000 42.00 0.47 5.00 NoLiq 97.28 100.00 0.000 0.0E0 0.000 0.000 41.00 0.48 5.00 NoLiq 76.96 100.00 0.000 0.0E0 0.000 0.000 40.00 0.48 5.00 NoLiq 56.38 100.00 0.000 0.0E0 0.000 0.000 39.00 0.49 5.00 NoLiq 55.88 100.00 0.000 0.0E0 0.000 0.000 38.00 0.49 5.00 NoLiq 55.37 100.00 0.000 0.0E0 0.000 0.000 37.00 0.50 5.00 NoLiq 54.86 100.00 0.000 0.0E0 0.000 0.000 36.00 0.50 5.00 NoLiq 54.35 100.00 0.000 0.0E0 0.000 0.000 35.00 0.51 3.83 14.0 48.79 100.00 0.000 0.0E0 0.000 0.000 34.00 0.51 3.81 14.0 46.79 100.00 0.000 0.0E0 0.000 0.000 33.00 0.52 3.78 14.0 44.77 100.00 0.000 0.0E0 0.000 0.000 32.00 0.52 3.76 14.0 42.72 100.00 0.000 0.0E0 0.000 0.000 31.00 0.52 3.74 14.0 40.64 100.00 0.000 0.0E0 0.000 0.000 30.00 0.53 3.71 14.0 38.52 100.00 0.000 0.0E0 0.000 0.000 29.00 0.53 3.72 12.8 35.80 100.00 0.000 0.0E0 0.000 0.000 28.00 0.53 3.73 11.6 33.31 98.08 0.000 0.0E0 0.000 0.000 27.00 0.53 0.73 10.4 29.28 88.46 0.975 5.9E-3 0.035 0.035 26.00 0.53 0.59 9.2 26.77 83.18 1.500 9.0E-3 0.152 0.187 25.00 0.54 5.00 NoLiq 30.66 91.56 0.000 0.0E0 0.191 0.378 24.00 0.54 5.00 NoLiq 30.50 91.20 0.000 0.0E0 0.000 0.378 23.00 0.54 5.00 NoLiq 30.35 90.85 0.000 0.0E0 0.000 0.378 22.00 0.54 5.00 NoLiq 30.20 90.52 0.000 0.0E0 0.000 0.378 21.00 0.54 5.00 NoLiq 30.06 90.20 0.000 0.0E0 0.000 0.378 20.00 0.54 5.00 NoLiq 29.93 89.89 0.000 0.0E0 0.000 0.378 19.00 0.54 5.00 NoLiq 31.59 93.78 0.000 0.0E0 0.000 0.378 18.00 0.55 5.00 NoLiq 33.37 98.22 0.000 0.0E0 0.000 0.378 17.00 0.55 5.00 NoLiq 35.27 100.00 0.000 0.0E0 0.000 0.378 16.00 0.55 5.00 NoLiq 37.30 100.00 0.000 0.0E0 0.000 0.378 15.00 0.55 5.00 NoLiq 39.50 100.00 0.000 0.0E0 0.000 0.378 14.00 0.55 3.63 6.0 32.40 95.75 0.000 0.0E0 0.008 0.387 13.00 0.55 3.63 6.0 35.94 100.00 0.000 0.0E0 0.000 0.387 12.00 0.55 3.62 6.0 39.82 100.00 0.000 0.0E0 0.000 0.387 11.00 0.55 3.61 6.0 44.11 100.00 0.000 0.0E0 0.000 0.387 10.00 0.56 3.60 6.0 48.91 100.00 0.000 0.0E0 0.000 0.387 9.00 0.56 3.59 15.2 53.28 100.00 0.000 0.0E0 0.000 0.387 8.00 0.56 3.58 24.4 51.80 100.00 0.000 0.0E0 0.000 0.387 7.00 0.56 3.57 33.6 56.79 100.00 0.000 0.0E0 0.000 0.387 6.00 0.56 3.57 42.8 60.62 100.00 0.000 0.0E0 0.000 0.387 5.00 0.56 3.56 52.0 61.18 100.00 0.000 0.0E0 0.000 0.387 4.00 0.56 3.55 52.0 61.18 100.00 0.000 0.0E0 0.000 0.387 3.00 0.56 3.54 52.0 61.18 100.00 0.000 0.0E0 0.000 0.387 2.00 0.57 3.53 52.0 61.18 100.00 0.000 0.0E0 0.000 0.387 1.00 0.57 3.52 52.0 61.18 100.00 0.000 0.0E0 0.000 0.387 0.00 0.27 5.00 52.0 61.18 100.00 0.000 0.0E0 0.000 0.387 ________________________________________________________________________________ Settlement of Saturated Sands=0.387 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=1.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigC' (N1)60s CSRfs Gmax g*Ge/Gm g_eff ec7.5 Cec ec dsz dsp S ft tsf tsf tsf % % in. in. in. _____________________________________________________________________________________________________________ 0.0 0.00 1.53 0.00 0.36 0.0 0.0E0 0.0000 0.0000 0.00 0.0000 0.00E0 0.000 0.000 _____________________________________________________________________________________________________________ Settlement of Unsaturated Sands=0.000 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=1.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=0.387 in. Differential Settlement=0.193 to 0.255 in. Units Depth = ft, Stress or Pressure = tsf (atm), Unit Weight = pcf, Settlement = in. ___________________________________________________________________________________ SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) fs Friction from CPT testing gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [tsf] sigma' Effective vertical stress [tsf] sigC' Effective confining pressure [tsf] rd Stress reduction coefficient CRR7.5 Cyclic resistance ratio (M=7.5) Ksigma Overburden stress correction factor for CRR7.5 CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksigma F.S. Calculated factor of safety against liquefaction F.S.=CRRv/CSRm User User request factor of safety, which may apply to CSR fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1, fs1=1 or User, defined in #9 of Advanced page MSF Magnitude scaling factor for CSR CSRm After magnitude scaling correction CSRm=CSRfs/MSF Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(N1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(N1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*Ge/Gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=Cec * ec7.5 NoLiq No-Liquefy Soils References: ____________________________________________________________________________________ 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER 97-0022. SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March 1999. 2. RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March 2001. 3. RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC 2003-06 by R.B Seed and etc. April 2003. 3012015 3012015 1412019 16120NoLq 1412030 15120NoLq 201206 261208 1101206 7012033 8212033 Silty Sand Sandy Silty Clay Silty Sand Lean Clay Sand with Silt Silty Sand Liq u e f y P r o C i v i l T e c h S o f t w ar e U S A w w w . c i v i l t e c h . c o m GeoMat Testing Laboratories, Inc. LIQUEFACTION ANALYSIS Tentative Tract 33584 11081-01 Hole No.=B-5 Water Depth=0 ftMagnitude=6.75 Acceleration=0.55g Raw Unit FinesSPT Weight %(ft)0 10 20 30 40 50 60 70 Shear Stress Ratio CRR CSR fs1 Shaded Zone has Liquefaction Potential 02 Soil DescriptionFactor of Safety051Settlement Saturated Unsaturat. S = 0.35 in. 0 (in.)1 fs1=1 LIQUEFACTION ANALYSIS CALCULATION SHEET 2/13/2012 12:59:05 PM Title: Tentative Tract 33584 Subtitle: 11081-01 Input Data: Surface Elev.= Hole No.=B-5 Depth of Hole=50.0 ft Water Table during Earthquake= 0.0 ft Water Table during In-Situ Testing= 51.0 ft Max. Acceleration=0.55 g Earthquake Magnitude=6.8 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine* 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1.60 7. Borehole Diameter, Cb= 1.05 8. Sampling Method, Cs= 1.2 9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fs1=1) 10. Use Curve Smoothing: Yes* * Recommended Options In-Situ Test Data: Depth SPT gamma Fines ft pcf % ____________________________________ 0.0 30.0 120.0 15.0 5.0 30.0 120.0 15.0 10.0 14.0 120.0 19.0 15.0 16.0 120.0 NoLiq 20.0 14.0 120.0 30.0 25.0 15.0 120.0 NoLiq 30.0 20.0 120.0 6.0 35.0 26.0 120.0 8.0 40.0 110.0 120.0 6.0 45.0 70.0 120.0 33.0 50.0 82.0 120.0 33.0 ____________________________________ Output Results: Settlement of Saturated Sands=0.35 in. Settlement of Unsaturated Sands=0.00 in. Total Settlement of Saturated and Unsaturated Sands=0.35 in. Differential Settlement=0.173 to 0.228 in. Depth CRRv CSRm F.S. S_sat. S_dry S_all ft in. in. in. _______________________________________________________ 0.00 2.00 0.36 5.00 0.35 0.00 0.35 1.00 2.00 0.74 3.52 0.35 0.00 0.35 2.00 2.00 0.74 3.53 0.35 0.00 0.35 3.00 2.00 0.74 3.54 0.35 0.00 0.35 4.00 2.00 0.74 3.55 0.35 0.00 0.35 5.00 2.00 0.74 3.56 0.35 0.00 0.35 6.00 2.00 0.73 3.57 0.35 0.00 0.35 7.00 2.00 0.73 3.57 0.35 0.00 0.35 8.00 2.00 0.73 3.58 0.35 0.00 0.35 9.00 2.00 0.73 3.59 0.35 0.00 0.35 10.00 2.00 0.73 3.60 0.35 0.00 0.35 11.00 2.00 0.73 3.61 0.35 0.00 0.35 12.00 2.00 0.72 3.62 0.35 0.00 0.35 13.00 2.00 0.72 3.63 0.35 0.00 0.35 14.00 2.00 0.72 3.63 0.35 0.00 0.35 15.00 2.00 0.72 5.00 0.35 0.00 0.35 16.00 2.00 0.72 5.00 0.35 0.00 0.35 17.00 2.00 0.72 5.00 0.35 0.00 0.35 18.00 2.00 0.71 5.00 0.35 0.00 0.35 19.00 2.00 0.71 5.00 0.35 0.00 0.35 20.00 2.00 0.71 5.00 0.35 0.00 0.35 21.00 2.00 0.71 3.70 0.35 0.00 0.35 22.00 0.46 0.71 0.85* 0.30 0.00 0.30 23.00 0.43 0.70 0.79* 0.21 0.00 0.21 24.00 0.41 0.70 0.76* 0.11 0.00 0.11 25.00 0.40 0.70 0.74* 0.01 0.00 0.01 26.00 2.00 0.70 5.00 0.00 0.00 0.00 27.00 2.00 0.70 5.00 0.00 0.00 0.00 28.00 2.00 0.70 5.00 0.00 0.00 0.00 29.00 2.00 0.69 5.00 0.00 0.00 0.00 30.00 2.00 0.69 5.00 0.00 0.00 0.00 31.00 1.95 0.69 3.71 0.00 0.00 0.00 32.00 1.94 0.68 3.73 0.00 0.00 0.00 33.00 1.92 0.67 3.74 0.00 0.00 0.00 34.00 1.91 0.67 3.75 0.00 0.00 0.00 35.00 1.90 0.66 3.76 0.00 0.00 0.00 36.00 1.89 0.66 3.77 0.00 0.00 0.00 37.00 1.88 0.65 3.79 0.00 0.00 0.00 38.00 1.87 0.64 3.80 0.00 0.00 0.00 39.00 1.86 0.64 3.82 0.00 0.00 0.00 40.00 1.85 0.63 3.83 0.00 0.00 0.00 41.00 1.84 0.63 3.85 0.00 0.00 0.00 42.00 1.83 0.62 3.86 0.00 0.00 0.00 43.00 1.82 0.61 3.88 0.00 0.00 0.00 44.00 1.81 0.61 3.90 0.00 0.00 0.00 45.00 1.80 0.60 3.92 0.00 0.00 0.00 46.00 1.79 0.60 3.94 0.00 0.00 0.00 47.00 1.78 0.59 3.96 0.00 0.00 0.00 48.00 1.77 0.58 3.98 0.00 0.00 0.00 49.00 1.76 0.58 4.00 0.00 0.00 0.00 50.00 1.75 0.57 4.02 0.00 0.00 0.00 _______________________________________________________ * F.S.<1, Liquefaction Potential Zone (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) Units: Depth = ft, Stress or Pressure = tsf (atm), Unit Weight = pcf, Settlement = in. _______________________________________________________________________ CRRv Cyclic resistance ratio from soils CSRm Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S. Factor of Safety against liquefaction, F.S.=CRRv/CSRm S_sat Settlement from saturated sands S_dry Settlement from Unsaturated Sands S_all Total Settlement from Saturated and Unsaturated Sands NoLiq No-Liquefy Soils LIQUEFACTION ANALYSIS CALCULATION SHEET 2/13/2012 1:00:06 PM Title: Tentative Tract 33584 Subtitle: 11081-01 Input Data: Surface Elev.= Hole No.=B-5 Depth of Hole=50.0 ft Water Table during Earthquake= 0.0 ft Water Table during In-Situ Testing= 51.0 ft Max. Acceleration=0.55 g Earthquake Magnitude=6.8 1. SPT or BPT Calculation. 2. Settlement Analysis Method: Ishihara / Yoshimine* 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones* 6. Hammer Energy Ratio, Ce = 1.60 7. Borehole Diameter, Cb= 1.05 8. Sampling Method, Cs= 1.2 9. User request factor of safety (apply to CSR) , User= 1 Plot one CSR curve (fs1=1) 10. Use Curve Smoothing: Yes* * Recommended Options In-Situ Test Data: Depth SPT Gamma Fines ft pcf % ____________________________________ 0.0 30.0 120.0 15.0 5.0 30.0 120.0 15.0 10.0 14.0 120.0 19.0 15.0 16.0 120.0 NoLiq 20.0 14.0 120.0 30.0 25.0 15.0 120.0 NoLiq 30.0 20.0 120.0 6.0 35.0 26.0 120.0 8.0 40.0 110.0 120.0 6.0 45.0 70.0 120.0 33.0 50.0 82.0 120.0 33.0 ____________________________________ Output Results: Calculation segment, dz=0.050 ft User defined Print Interval, dp=1.00 ft CSR Calculation: Depth gamma sigma gamma' sigma' rd CSR fs1 CSRfs ft pcf tsf pcf tsf *fs1 ________________________________________________________________________ 0.00 57.6 0.000 57.6 0.000 1.00 0.36 1.0 0.36 1.00 120.0 0.060 57.6 0.029 1.00 0.74 1.0 0.74 2.00 120.0 0.120 57.6 0.058 1.00 0.74 1.0 0.74 3.00 120.0 0.180 57.6 0.086 0.99 0.74 1.0 0.74 4.00 120.0 0.240 57.6 0.115 0.99 0.74 1.0 0.74 5.00 120.0 0.300 57.6 0.144 0.99 0.74 1.0 0.74 6.00 120.0 0.360 57.6 0.173 0.99 0.73 1.0 0.73 7.00 120.0 0.420 57.6 0.202 0.98 0.73 1.0 0.73 8.00 120.0 0.480 57.6 0.230 0.98 0.73 1.0 0.73 9.00 120.0 0.540 57.6 0.259 0.98 0.73 1.0 0.73 10.00 120.0 0.600 57.6 0.288 0.98 0.73 1.0 0.73 11.00 120.0 0.660 57.6 0.317 0.97 0.73 1.0 0.73 12.00 120.0 0.720 57.6 0.346 0.97 0.72 1.0 0.72 13.00 120.0 0.780 57.6 0.374 0.97 0.72 1.0 0.72 14.00 120.0 0.840 57.6 0.403 0.97 0.72 1.0 0.72 15.00 120.0 0.900 57.6 0.432 0.97 0.72 1.0 0.72 16.00 120.0 0.960 57.6 0.461 0.96 0.72 1.0 0.72 17.00 120.0 1.020 57.6 0.490 0.96 0.72 1.0 0.72 18.00 120.0 1.080 57.6 0.518 0.96 0.71 1.0 0.71 19.00 120.0 1.140 57.6 0.547 0.96 0.71 1.0 0.71 20.00 120.0 1.200 57.6 0.576 0.95 0.71 1.0 0.71 21.00 120.0 1.260 57.6 0.605 0.95 0.71 1.0 0.71 22.00 120.0 1.320 57.6 0.634 0.95 0.71 1.0 0.71 23.00 120.0 1.380 57.6 0.662 0.95 0.70 1.0 0.70 24.00 120.0 1.440 57.6 0.691 0.94 0.70 1.0 0.70 25.00 120.0 1.500 57.6 0.720 0.94 0.70 1.0 0.70 26.00 120.0 1.560 57.6 0.749 0.94 0.70 1.0 0.70 27.00 120.0 1.620 57.6 0.778 0.94 0.70 1.0 0.70 28.00 120.0 1.680 57.6 0.806 0.93 0.70 1.0 0.70 29.00 120.0 1.740 57.6 0.835 0.93 0.69 1.0 0.69 30.00 120.0 1.800 57.6 0.864 0.93 0.69 1.0 0.69 31.00 120.0 1.860 57.6 0.893 0.92 0.69 1.0 0.69 32.00 120.0 1.920 57.6 0.922 0.91 0.68 1.0 0.68 33.00 120.0 1.980 57.6 0.950 0.91 0.67 1.0 0.67 34.00 120.0 2.040 57.6 0.979 0.90 0.67 1.0 0.67 35.00 120.0 2.100 57.6 1.008 0.89 0.66 1.0 0.66 36.00 120.0 2.160 57.6 1.037 0.88 0.66 1.0 0.66 37.00 120.0 2.220 57.6 1.066 0.87 0.65 1.0 0.65 38.00 120.0 2.280 57.6 1.094 0.86 0.64 1.0 0.64 39.00 120.0 2.340 57.6 1.123 0.86 0.64 1.0 0.64 40.00 120.0 2.400 57.6 1.152 0.85 0.63 1.0 0.63 41.00 120.0 2.460 57.6 1.181 0.84 0.63 1.0 0.63 42.00 120.0 2.520 57.6 1.210 0.83 0.62 1.0 0.62 43.00 120.0 2.580 57.6 1.238 0.82 0.61 1.0 0.61 44.00 120.0 2.640 57.6 1.267 0.82 0.61 1.0 0.61 45.00 120.0 2.700 57.6 1.296 0.81 0.60 1.0 0.60 46.00 120.0 2.760 57.6 1.325 0.80 0.60 1.0 0.60 47.00 120.0 2.820 57.6 1.354 0.79 0.59 1.0 0.59 48.00 120.0 2.880 57.6 1.382 0.78 0.58 1.0 0.58 49.00 120.0 2.940 57.6 1.411 0.78 0.58 1.0 0.58 50.00 120.0 3.000 57.6 1.440 0.77 0.57 1.0 0.57 ________________________________________________________________________ CSR is based on water table at 0.0 during earthquake CRR Calculation from SPT or BPT data: Depth SPT Cebs Cr sigma' Cn (N1)60 Fines d(N1)60 (N1)60f CRR7.5 ft tsf % _____________________________________________________________________________________ 0.00 30.00 2.02 0.75 0.000 1.70 77.11 15.00 2.40 79.51 2.00 1.00 30.00 2.02 0.75 0.060 1.70 77.11 15.00 2.40 79.51 2.00 2.00 30.00 2.02 0.75 0.120 1.70 77.11 15.00 2.40 79.51 2.00 3.00 30.00 2.02 0.75 0.180 1.70 77.11 15.00 2.40 79.51 2.00 4.00 30.00 2.02 0.75 0.240 1.70 77.11 15.00 2.40 79.51 2.00 5.00 30.00 2.02 0.75 0.300 1.70 77.11 15.00 2.40 79.51 2.00 6.00 26.80 2.02 0.75 0.360 1.67 67.54 15.80 2.59 70.13 2.00 7.00 23.60 2.02 0.75 0.420 1.54 55.06 16.60 2.78 57.84 2.00 8.00 20.40 2.02 0.75 0.480 1.44 44.52 17.40 2.98 47.50 2.00 9.00 17.20 2.02 0.85 0.540 1.36 40.11 18.20 3.17 43.28 2.00 10.00 14.00 2.02 0.85 0.600 1.29 30.97 19.00 3.36 34.33 2.00 11.00 14.40 2.02 0.85 0.660 1.23 30.37 19.00 3.36 33.73 2.00 12.00 14.80 2.02 0.85 0.720 1.18 29.89 19.00 3.36 33.25 2.00 13.00 15.20 2.02 0.85 0.780 1.13 29.49 19.00 3.36 32.85 2.00 14.00 15.60 2.02 0.85 0.840 1.09 29.17 19.00 3.36 32.53 2.00 15.00 16.00 2.02 0.95 0.900 1.05 32.30 NoLiq 7.20 39.50 2.00 16.00 15.60 2.02 0.95 0.960 1.02 30.49 NoLiq 7.20 37.69 2.00 17.00 15.20 2.02 0.95 1.020 0.99 28.82 NoLiq 7.20 36.02 2.00 18.00 14.80 2.02 0.95 1.080 0.96 27.27 NoLiq 7.20 34.47 2.00 19.00 14.40 2.02 0.95 1.140 0.94 25.83 NoLiq 7.20 33.03 2.00 20.00 14.00 2.02 0.95 1.200 0.91 24.48 NoLiq 7.20 31.68 2.00 21.00 14.20 2.02 0.95 1.260 0.89 24.23 30.00 6.00 30.23 2.00 22.00 14.40 2.02 0.95 1.320 0.87 24.00 30.00 6.00 30.00 0.46 23.00 14.60 2.02 0.95 1.380 0.85 23.80 30.00 6.00 29.80 0.43 24.00 14.80 2.02 0.95 1.440 0.83 23.62 30.00 6.00 29.62 0.41 25.00 15.00 2.02 0.95 1.500 0.82 23.46 30.00 6.00 29.46 0.40 26.00 16.00 2.02 0.95 1.560 0.80 24.53 NoLiq 7.20 31.73 2.00 27.00 17.00 2.02 0.95 1.620 0.79 25.58 NoLiq 7.20 32.78 2.00 28.00 18.00 2.02 1.00 1.680 0.77 28.00 NoLiq 7.20 35.20 2.00 29.00 19.00 2.02 1.00 1.740 0.76 29.04 NoLiq 7.20 36.24 2.00 30.00 20.00 2.02 1.00 1.800 0.75 30.05 NoLiq 7.20 37.25 2.00 31.00 21.20 2.02 1.00 1.860 0.73 31.34 6.40 0.34 31.67 2.00 32.00 22.40 2.02 1.00 1.920 0.72 32.59 6.80 0.43 33.02 2.00 33.00 23.60 2.02 1.00 1.980 0.71 33.81 7.20 0.53 34.34 2.00 34.00 24.80 2.02 1.00 2.040 0.70 35.00 7.60 0.62 35.63 2.00 35.00 26.00 2.02 1.00 2.100 0.69 36.17 8.00 0.72 36.89 2.00 36.00 42.80 2.02 1.00 2.160 0.68 58.70 7.60 0.62 59.33 2.00 37.00 59.60 2.02 1.00 2.220 0.67 80.64 7.20 0.53 81.16 2.00 38.00 76.40 2.02 1.00 2.280 0.66 102.00 6.80 0.43 102.43 2.00 39.00 93.19 2.02 1.00 2.340 0.65 122.82 6.40 0.34 123.16 2.00 40.00 109.99 2.02 1.00 2.400 0.65 143.14 6.00 0.24 143.38 2.00 41.00 102.00 2.02 1.00 2.460 0.64 131.11 11.40 1.54 132.64 2.00 42.00 94.00 2.02 1.00 2.520 0.63 119.38 16.80 2.83 122.21 2.00 43.00 86.00 2.02 1.00 2.580 0.62 107.94 22.20 4.13 112.07 2.00 44.00 78.00 2.02 1.00 2.640 0.62 96.78 27.60 5.42 102.21 2.00 45.00 70.00 2.02 1.00 2.700 0.61 85.89 33.00 6.72 92.61 2.00 46.00 72.40 2.02 1.00 2.760 0.60 87.86 33.00 6.72 94.58 2.00 47.00 74.80 2.02 1.00 2.820 0.60 89.80 33.00 6.72 96.52 2.00 48.00 77.20 2.02 1.00 2.880 0.59 91.71 33.00 6.72 98.43 2.00 49.00 79.60 2.02 1.00 2.940 0.58 93.59 33.00 6.72 100.31 2.00 50.00 82.00 2.02 1.00 3.000 0.58 95.44 33.00 6.72 102.16 2.00 ____________________________________________________________________________________ CRR is based on water table at 51.0 during In-Situ Testing Factor of Safety, - Earthquake Magnitude= 6.8: Depth sigC' CRR7.5 Ksigma CRRv CSRfs MSF CSRm F.S. ft tsf tsf tsf tsf tsf CRRv/CSRm ________________________________________________________________________ 0.00 0.00 2.00 1.00 2.00 0.36 1.31 0.27 5.00 1.00 0.04 2.00 1.00 2.00 0.74 1.31 0.57 3.52 2.00 0.08 2.00 1.00 2.00 0.74 1.31 0.57 3.53 3.00 0.12 2.00 1.00 2.00 0.74 1.31 0.56 3.54 4.00 0.16 2.00 1.00 2.00 0.74 1.31 0.56 3.55 5.00 0.20 2.00 1.00 2.00 0.74 1.31 0.56 3.56 6.00 0.23 2.00 1.00 2.00 0.73 1.31 0.56 3.57 7.00 0.27 2.00 1.00 2.00 0.73 1.31 0.56 3.57 8.00 0.31 2.00 1.00 2.00 0.73 1.31 0.56 3.58 9.00 0.35 2.00 1.00 2.00 0.73 1.31 0.56 3.59 10.00 0.39 2.00 1.00 2.00 0.73 1.31 0.56 3.60 11.00 0.43 2.00 1.00 2.00 0.73 1.31 0.55 3.61 12.00 0.47 2.00 1.00 2.00 0.72 1.31 0.55 3.62 13.00 0.51 2.00 1.00 2.00 0.72 1.31 0.55 3.63 14.00 0.55 2.00 1.00 2.00 0.72 1.31 0.55 3.63 15.00 0.59 2.00 1.00 2.00 0.72 1.31 0.55 5.00 ^ 16.00 0.62 2.00 1.00 2.00 0.72 1.31 0.55 5.00 ^ 17.00 0.66 2.00 1.00 2.00 0.72 1.31 0.55 5.00 ^ 18.00 0.70 2.00 1.00 2.00 0.71 1.31 0.55 5.00 ^ 19.00 0.74 2.00 1.00 2.00 0.71 1.31 0.54 5.00 ^ 20.00 0.78 2.00 1.00 2.00 0.71 1.31 0.54 5.00 ^ 21.00 0.82 2.00 1.00 2.00 0.71 1.31 0.54 3.70 22.00 0.86 0.46 1.00 0.46 0.71 1.31 0.54 0.85 * 23.00 0.90 0.43 1.00 0.43 0.70 1.31 0.54 0.79 * 24.00 0.94 0.41 1.00 0.41 0.70 1.31 0.54 0.76 * 25.00 0.98 0.40 1.00 0.40 0.70 1.31 0.54 0.74 * 26.00 1.01 2.00 1.00 2.00 0.70 1.31 0.53 5.00 ^ 27.00 1.05 2.00 1.00 2.00 0.70 1.31 0.53 5.00 ^ 28.00 1.09 2.00 0.99 2.00 0.70 1.31 0.53 5.00 ^ 29.00 1.13 2.00 0.99 2.00 0.69 1.31 0.53 5.00 ^ 30.00 1.17 2.00 0.98 2.00 0.69 1.31 0.53 5.00 ^ 31.00 1.21 2.00 0.97 1.95 0.69 1.31 0.52 3.71 32.00 1.25 2.00 0.97 1.94 0.68 1.31 0.52 3.73 33.00 1.29 2.00 0.96 1.92 0.67 1.31 0.52 3.74 34.00 1.33 2.00 0.96 1.91 0.67 1.31 0.51 3.75 35.00 1.37 2.00 0.95 1.90 0.66 1.31 0.51 3.76 36.00 1.40 2.00 0.95 1.89 0.66 1.31 0.50 3.77 37.00 1.44 2.00 0.94 1.88 0.65 1.31 0.50 3.79 38.00 1.48 2.00 0.94 1.87 0.64 1.31 0.49 3.80 39.00 1.52 2.00 0.93 1.86 0.64 1.31 0.49 3.82 40.00 1.56 2.00 0.92 1.85 0.63 1.31 0.48 3.83 41.00 1.60 2.00 0.92 1.84 0.63 1.31 0.48 3.85 42.00 1.64 2.00 0.91 1.83 0.62 1.31 0.47 3.86 43.00 1.68 2.00 0.91 1.82 0.61 1.31 0.47 3.88 44.00 1.72 2.00 0.91 1.81 0.61 1.31 0.46 3.90 45.00 1.76 2.00 0.90 1.80 0.60 1.31 0.46 3.92 46.00 1.79 2.00 0.90 1.79 0.60 1.31 0.45 3.94 47.00 1.83 2.00 0.89 1.78 0.59 1.31 0.45 3.96 48.00 1.87 2.00 0.89 1.77 0.58 1.31 0.45 3.98 49.00 1.91 2.00 0.88 1.76 0.58 1.31 0.44 4.00 50.00 1.95 2.00 0.88 1.75 0.57 1.31 0.44 4.02 ________________________________________________________________________ * F.S.<1: Liquefaction Potential Zone. (If above water table: F.S.=5) ^ No-liquefiable Soils. (F.S. is limited to 5, CRR is limited to 2, CSR is limited to 2) CPT convert to SPT for Settlement Analysis: Fines Correction for Settlement Analysis: Depth Ic qc/N60 qc1 (N1)60 Fines d(N1)60 (N1)60s ft tsf % ________________________________________________________________ 0.00 - - - 79.51 15.0 0.00 79.51 1.00 - - - 79.51 15.0 0.00 79.51 2.00 - - - 79.51 15.0 0.00 79.51 3.00 - - - 79.51 15.0 0.00 79.51 4.00 - - - 79.51 15.0 0.00 79.51 5.00 - - - 79.51 15.0 0.00 79.51 6.00 - - - 70.13 15.8 0.00 70.13 7.00 - - - 57.84 16.6 0.00 57.84 8.00 - - - 47.50 17.4 0.00 47.50 9.00 - - - 43.28 18.2 0.00 43.28 10.00 - - - 34.33 19.0 0.00 34.33 11.00 - - - 33.73 19.0 0.00 33.73 12.00 - - - 33.25 19.0 0.00 33.25 13.00 - - - 32.85 19.0 0.00 32.85 14.00 - - - 32.53 19.0 0.00 32.53 15.00 - - - 39.50 NoLiq 0.00 39.50 16.00 - - - 37.69 NoLiq 0.00 37.69 17.00 - - - 36.02 NoLiq 0.00 36.02 18.00 - - - 34.47 NoLiq 0.00 34.47 19.00 - - - 33.03 NoLiq 0.00 33.03 20.00 - - - 31.68 NoLiq 0.00 31.68 21.00 - - - 30.23 30.0 0.00 30.23 22.00 - - - 30.00 30.0 0.00 30.00 23.00 - - - 29.80 30.0 0.00 29.80 24.00 - - - 29.62 30.0 0.00 29.62 25.00 - - - 29.46 30.0 0.00 29.46 26.00 - - - 31.73 NoLiq 0.00 31.73 27.00 - - - 32.78 NoLiq 0.00 32.78 28.00 - - - 35.20 NoLiq 0.00 35.20 29.00 - - - 36.24 NoLiq 0.00 36.24 30.00 - - - 37.25 NoLiq 0.00 37.25 31.00 - - - 31.67 6.4 0.00 31.67 32.00 - - - 33.02 6.8 0.00 33.02 33.00 - - - 34.34 7.2 0.00 34.34 34.00 - - - 35.63 7.6 0.00 35.63 35.00 - - - 36.89 8.0 0.00 36.89 36.00 - - - 59.33 7.6 0.00 59.33 37.00 - - - 81.16 7.2 0.00 81.16 38.00 - - - 100.00 6.8 0.00 100.00 39.00 - - - 100.00 6.4 0.00 100.00 40.00 - - - 100.00 6.0 0.00 100.00 41.00 - - - 100.00 11.4 0.00 100.00 42.00 - - - 100.00 16.8 0.00 100.00 43.00 - - - 100.00 22.2 0.00 100.00 44.00 - - - 100.00 27.6 0.00 100.00 45.00 - - - 92.61 33.0 0.00 92.61 46.00 - - - 94.58 33.0 0.00 94.58 47.00 - - - 96.52 33.0 0.00 96.52 48.00 - - - 98.43 33.0 0.00 98.43 49.00 - - - 100.00 33.0 0.00 100.00 50.00 - - - 100.00 33.0 0.00 100.00 ________________________________________________________________ (N1)60s has been fines corrected in liquefaction analysis, therefore d(N1)60=0. Fines=NoLiq means the soils are not liquefiable. Settlement of Saturated Sands: Settlement Analysis Method: Ishihara / Yoshimine* Depth CSRm F.S. Fines (N1)60s Dr ec dsz dsp S ft % % % in. in. in. ________________________________________________________________________________ 49.95 0.44 4.02 33.0 100.00 100.00 0.000 0.0E0 0.000 0.000 49.00 0.44 4.00 33.0 100.00 100.00 0.000 0.0E0 0.000 0.000 48.00 0.45 3.98 33.0 98.43 100.00 0.000 0.0E0 0.000 0.000 47.00 0.45 3.96 33.0 96.52 100.00 0.000 0.0E0 0.000 0.000 46.00 0.45 3.94 33.0 94.58 100.00 0.000 0.0E0 0.000 0.000 45.00 0.46 3.92 33.0 92.61 100.00 0.000 0.0E0 0.000 0.000 44.00 0.46 3.90 27.6 100.00 100.00 0.000 0.0E0 0.000 0.000 43.00 0.47 3.88 22.2 100.00 100.00 0.000 0.0E0 0.000 0.000 42.00 0.47 3.86 16.8 100.00 100.00 0.000 0.0E0 0.000 0.000 41.00 0.48 3.85 11.4 100.00 100.00 0.000 0.0E0 0.000 0.000 40.00 0.48 3.83 6.0 100.00 100.00 0.000 0.0E0 0.000 0.000 39.00 0.49 3.82 6.4 100.00 100.00 0.000 0.0E0 0.000 0.000 38.00 0.49 3.80 6.8 100.00 100.00 0.000 0.0E0 0.000 0.000 37.00 0.50 3.79 7.2 81.16 100.00 0.000 0.0E0 0.000 0.000 36.00 0.50 3.77 7.6 59.33 100.00 0.000 0.0E0 0.000 0.000 35.00 0.51 3.76 8.0 36.89 100.00 0.000 0.0E0 0.000 0.000 34.00 0.51 3.75 7.6 35.63 100.00 0.000 0.0E0 0.000 0.000 33.00 0.52 3.74 7.2 34.34 100.00 0.000 0.0E0 0.000 0.000 32.00 0.52 3.73 6.8 33.02 97.33 0.000 0.0E0 0.000 0.000 31.00 0.52 3.71 6.4 31.67 93.97 0.000 0.0E0 0.000 0.000 30.00 0.53 5.00 NoLiq 37.25 100.00 0.000 0.0E0 0.000 0.000 29.00 0.53 5.00 NoLiq 36.24 100.00 0.000 0.0E0 0.000 0.000 28.00 0.53 5.00 NoLiq 35.20 100.00 0.000 0.0E0 0.000 0.000 27.00 0.53 5.00 NoLiq 32.78 96.71 0.000 0.0E0 0.000 0.000 26.00 0.53 5.00 NoLiq 31.73 94.11 0.000 0.0E0 0.000 0.000 25.00 0.54 0.74 30.0 29.46 88.84 0.926 5.6E-3 0.006 0.006 24.00 0.54 0.76 30.0 29.62 89.21 0.872 5.2E-3 0.108 0.113 23.00 0.54 0.79 30.0 29.80 89.61 0.797 4.8E-3 0.100 0.214 22.00 0.54 0.85 30.0 30.00 90.07 0.694 4.2E-3 0.090 0.303 21.00 0.54 3.70 30.0 30.23 90.57 0.000 0.0E0 0.042 0.345 20.00 0.54 5.00 NoLiq 31.68 93.97 0.000 0.0E0 0.000 0.345 19.00 0.54 5.00 NoLiq 33.03 97.35 0.000 0.0E0 0.000 0.345 18.00 0.55 5.00 NoLiq 34.47 100.00 0.000 0.0E0 0.000 0.345 17.00 0.55 5.00 NoLiq 36.02 100.00 0.000 0.0E0 0.000 0.345 16.00 0.55 5.00 NoLiq 37.69 100.00 0.000 0.0E0 0.000 0.345 15.00 0.55 5.00 NoLiq 39.50 100.00 0.000 0.0E0 0.000 0.345 14.00 0.55 3.63 19.0 32.53 96.07 0.000 0.0E0 0.000 0.345 13.00 0.55 3.63 19.0 32.85 96.89 0.000 0.0E0 0.000 0.345 12.00 0.55 3.62 19.0 33.25 97.91 0.000 0.0E0 0.000 0.345 11.00 0.55 3.61 19.0 33.73 99.18 0.000 0.0E0 0.000 0.345 10.00 0.56 3.60 19.0 34.33 100.00 0.000 0.0E0 0.000 0.345 9.00 0.56 3.59 18.2 43.28 100.00 0.000 0.0E0 0.000 0.345 8.00 0.56 3.58 17.4 47.50 100.00 0.000 0.0E0 0.000 0.345 7.00 0.56 3.57 16.6 57.84 100.00 0.000 0.0E0 0.000 0.345 6.00 0.56 3.57 15.8 70.13 100.00 0.000 0.0E0 0.000 0.345 5.00 0.56 3.56 15.0 79.51 100.00 0.000 0.0E0 0.000 0.345 4.00 0.56 3.55 15.0 79.51 100.00 0.000 0.0E0 0.000 0.345 3.00 0.56 3.54 15.0 79.51 100.00 0.000 0.0E0 0.000 0.345 2.00 0.57 3.53 15.0 79.51 100.00 0.000 0.0E0 0.000 0.345 1.00 0.57 3.52 15.0 79.51 100.00 0.000 0.0E0 0.000 0.345 0.00 0.27 5.00 15.0 79.51 100.00 0.000 0.0E0 0.000 0.345 ________________________________________________________________________________ Settlement of Saturated Sands=0.345 in. qc1 and (N1)60 is after fines correction in liquefaction analysis dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=1.00 ft S is cumulated settlement at this depth Settlement of Unsaturated Sands: Depth sigma' sigC' (N1)60s CSRfs Gmax g*Ge/Gm g_eff ec7.5 Cec ec dsz dsp S ft tsf tsf tsf % % in. in. in. _____________________________________________________________________________________________________________ 0.00 0.00 1.95 0.00 0.36 0.0 0.0E0 0.0000 0.0000 0.00 0.0000 0.00E0 0.000 0.000 _______________________________________________________________________________________________________ Settlement of Unsaturated Sands=0.000 in. dsz is per each segment, dz=0.05 ft dsp is per each print interval, dp=1.00 ft S is cumulated settlement at this depth Total Settlement of Saturated and Unsaturated Sands=0.345 in. Differential Settlement=0.173 to 0.228 in. Units: Depth = ft, Stress or Pressure = tsf (atm), Unit Weight = pcf, Settlement = in. ___________________________________________________________________________________ SPT Field data from Standard Penetration Test (SPT) BPT Field data from Becker Penetration Test (BPT) qc Field data from Cone Penetration Test (CPT) fs Friction from CPT testing gamma Total unit weight of soil gamma' Effective unit weight of soil Fines Fines content [%] D50 Mean grain size Dr Relative Density sigma Total vertical stress [tsf] sigma' Effective vertical stress [tsf] sigC' Effective confining pressure [tsf] rd Stress reduction coefficient CRR7.5 Cyclic resistance ratio (M=7.5) Ksigma Overburden stress correction factor for CRR7.5 CRRv CRR after overburden stress correction, CRRv=CRR7.5 * Ksigma F.S. Calculated factor of safety against liquefaction F.S.=CRRv/CSRm User User request factor of safety, which may apply to CSR fs1 First CSR curve in graphic defined in #9 of Advanced page fs2 2nd CSR curve in graphic defined in #9 of Advanced page CSR Cyclic stress ratio induced by earthquake CSRfs CSRfs=CSR*fs1, fs1=1 or User, defined in #9 of Advanced page MSF Magnitude scaling factor for CSR CSRm After magnitude scaling correction CSRm=CSRfs/MSF Cebs Energy Ratio, Borehole Dia., and Sampling Method Corrections Cr Rod Length Corrections Cn Overburden Pressure Correction (N1)60 SPT after corrections, (N1)60=SPT * Cr * Cn * Cebs d(N1)60 Fines correction of SPT (N1)60f (N1)60 after fines corrections, (N1)60f=(N1)60 + d(N1)60 Cq Overburden stress correction factor qc1 CPT after Overburden stress correction dqc1 Fines correction of CPT qc1f CPT after Fines and Overburden correction, qc1f=qc1 + dqc1 qc1n CPT after normalization in Robertson's method Kc Fine correction factor in Robertson's Method qc1f CPT after Fines correction in Robertson's Method Ic Soil type index in Suzuki's and Robertson's Methods (N1)60s (N1)60 after settlement fines corrections ec Volumetric strain for saturated sands dz Calculation segment, dz=0.050 ft dsz Settlement in each segment, dz dp User defined print interval dsp Settlement in each print interval, dp Gmax Shear Modulus at low strain g_eff gamma_eff, Effective shear Strain g*Ge/Gm gamma_eff * G_eff/G_max, Strain-modulus ratio ec7.5 Volumetric Strain for magnitude=7.5 Cec Magnitude correction factor for any magnitude ec Volumetric strain for unsaturated sands, ec=Cec * ec7.5 NoLiq No-Liquefy Soils References: ____________________________________________________________________________________ 1. NCEER Workshop on Evaluation of Liquefaction Resistance of Soils. Youd, T.L., and Idriss, I.M., eds., Technical Report NCEER 97-0022. SP117. Southern California Earthquake Center. Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California. University of Southern California. March 1999. 2. RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING AND SEISMIC SITE RESPONSE EVALUATION, Paper No. SPL-2, PROCEEDINGS: Fourth International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics, San Diego, CA, March 2001. 3. RECENT ADVANCES IN SOIL LIQUEFACTION ENGINEERING: A UNIFIED AND CONSISTENT FRAMEWORK, Earthquake Engineering Research Center, Report No. EERC 2003-06 by R.B Seed and etc. April 2003. Appendix G GALENA Version5.02 Project: StaticAnalysis 42feetHighSlope File:C:\DataFiles\UsersMyDocuments\Administrator\GALENA\11081.42feethighslope.gmf GeoMatTestingLaboratories,Inc. Edited:Processed:23Dec2011 23Dec2011 Analysis: Results 1 MultipleStabilityAnalysis Method: Surface: BishopSimplified Circular Critical(minimum) FactorofSafety:1.87 OnsiteSoil 0 20 40 60 80 100 120 140 160 180 200 -60 -40 -20 0 20 40 60 80 100 200 42feetHighSlope,2H:1V Cohesion=100psf TrafficLoad Phi=34degree Bench Galena5.02AnalysisResultsLicensee:GeoMatTestingLaboratories,Inc.————————————————————————————————————————————————————————————————————————————————————————————————————————————————————————————————————Project:42feetHighSlopeFile:C:\DataFiles\UsersMyDocuments\Administrator\GALENA\11081.42feethighslope.gmfProcessed:23Dec201117:28:11———————————————————————————————————————————————————————————————————————————————————————————————————————————————————————————————————— DATA:Analysis1-StaticAnalysis MaterialProperties(1material)-------------------Material:1(Mohr-CoulombIsotropic)-OnsiteSoilCohesionPhiUnitWeightRu100.0034.0120.000.00 MaterialProfiles(1profile)-----------------Profile:1(2points)Materialbeneath:1-OnsiteSoil0.0050.00200.0050.00 SlopeSurface(6points)-------------0.000.0050.000.00110.0030.00116.0030.00140.0042.00160.0042.00 FailureSurface---------------Initialcircularsurfaceforcriticalsearchdefinedby:XL,XR,RIntersects:XL:47.67YL:0.00XR:144.44YR:42.00Centre:XC:51.18YC:124.39Radius:R:124.44 DistributedLoads(1load)-----------------LoadX-LeftPressureX-RightPressure1140.00200.0160.00200.0 VariableRestraints-------------------Parameterdescriptor:XLXRRRangeofvariation:58.0080.0020.00Trialpositionswithinrange:101010 –––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––––– RESULTS:Analysis1-StaticAnalysis BishopSimplifiedMethodofAnalysis-CircularFailureSurface---------------------------------------------------------------CriticalFailureCircleSearchusingMultipleCircleGenerationTechniques FactorofSafetyforinitialfailurecircleapproximation:1.93 Therewere:425successfulanalysesfromatotalof1001trialcircles576analysesterminatedduetounacceptablegeometry Critical(minimum)FactorofSafety:1.87—————————————————————————————————————————— CircleandResultsSummary(Lowest99FactorofSafetycircles)-------------------------- CircleX-CentreY-CentreX-LeftY-LeftX-RightY-RightRadiusFoS151.18124.3947.670.00144.4442.00124.441.874252.16122.1447.670.00144.4442.00122.221.876353.15119.8747.670.00144.4442.00120.001.879446.30141.8454.112.06144.4442.00140.001.881547.26139.6654.112.06144.4442.00137.781.881648.22137.4854.112.06144.4442.00135.561.881749.19135.3054.112.06144.4442.00133.331.881850.16133.1154.112.06144.4442.00131.111.882951.13130.9154.112.06144.4442.00128.891.8831052.11128.7154.112.06144.4442.00126.671.8841153.08126.5054.112.06144.4442.00124.441.8851246.26135.4641.220.00144.4442.00135.561.8851347.18133.2041.220.00144.4442.00133.331.8861448.10130.9341.220.00144.4442.00131.111.8871554.06124.2854.112.06144.4442.00122.221.8871649.03128.6541.220.00144.4442.00128.891.8881755.05122.0554.112.06144.4442.00120.001.8891849.96126.3641.220.00144.4442.00126.671.8891950.90124.0741.220.00144.4442.00124.441.8912051.83121.7641.220.00144.4442.00122.221.8932152.78119.4441.220.00144.4442.00120.001.8962244.16139.6934.780.00144.4442.00140.001.9072345.03137.4034.780.00144.4442.00137.781.9072445.91135.1034.780.00144.4442.00135.561.9082546.80132.7934.780.00144.4442.00133.331.9092647.68130.4734.780.00144.4442.00131.111.9102748.58128.1534.780.00144.4442.00128.891.9112853.24139.8947.670.00153.3342.00140.001.9122949.47125.8134.780.00144.4442.00126.671.9133054.14137.6347.670.00153.3342.00137.781.9143150.37123.4634.780.00144.4442.00124.441.9163255.05135.3547.670.00153.3342.00135.561.9163351.27121.1034.780.00144.4442.00122.221.9193455.95133.0847.670.00153.3342.00133.331.9193555.14131.8360.565.28144.4442.00126.671.9213648.06121.9054.112.06135.5639.78120.001.9213756.10129.6460.565.28144.4442.00124.441.9213854.19134.0160.565.28144.4442.00128.891.9213953.23136.1860.565.28144.4442.00131.111.9224057.06127.4560.565.28144.4442.00122.221.9224152.28138.3560.565.28144.4442.00133.331.9224247.05124.0754.112.06135.5639.78122.221.9224358.02125.2560.565.28144.4442.00120.001.9224456.86130.7947.670.00153.3342.00131.111.9224552.18118.7334.780.00144.4442.00120.001.9224651.34140.5260.565.28144.4442.00135.561.9234746.05126.2454.112.06135.5639.78124.441.9234850.39142.6860.565.28144.4442.00137.781.9244952.88139.5141.220.00153.3342.00140.001.9245046.22119.9041.220.00135.5639.78120.001.9255149.45144.8460.565.28144.4442.00140.001.9255245.05128.4054.112.06135.5639.78126.671.9255355.40142.0554.112.06153.3342.00140.001.9255457.77128.4947.670.00153.3342.00128.891.9265544.05130.5554.112.06135.5639.78128.891.9265653.74137.2141.220.00153.3342.00137.781.9275756.30139.8254.112.06153.3342.00137.781.9275843.06132.7054.112.06135.5639.78131.111.9285944.18129.8538.000.00140.0042.00130.001.928 6054.61134.8941.220.00153.3342.00135.561.9296157.21137.5854.112.06153.3342.00135.561.9296258.69126.1947.670.00153.3342.00126.671.9306342.07134.8454.112.06135.5639.78133.331.9306458.11135.3354.112.06153.3342.00133.331.9326541.08136.9854.112.06135.5639.78135.561.9326655.48132.5741.220.00153.3342.00133.331.9326738.58121.0554.112.06117.7830.89120.001.9346859.61123.8747.670.00153.3342.00124.441.9346940.09139.1254.112.06135.5639.78137.781.9347059.02133.0754.112.06153.3342.00131.111.9357156.36130.2341.220.00153.3342.00131.111.9357239.10141.2554.112.06135.5639.78140.001.9377343.21121.5654.112.06126.6735.33120.001.9377437.63123.1654.112.06117.7830.89122.221.9377559.93130.8154.112.06153.3342.00128.891.9387643.65139.1628.330.00144.4442.00140.001.9397760.54121.5447.670.00153.3342.00122.221.9397857.23127.8941.220.00153.3342.00128.891.9397942.23123.7054.112.06126.6735.33122.221.9408044.49136.8328.330.00144.4442.00137.781.9408160.84128.5454.112.06153.3342.00126.671.9418236.67125.2754.112.06117.7830.89124.441.9418345.34134.4828.330.00144.4442.00135.561.9418441.25125.8354.112.06126.6735.33124.441.9428546.19132.1328.330.00144.4442.00133.331.9438658.12125.5441.220.00153.3342.00126.671.9438752.29138.9034.780.00153.3342.00140.001.9448861.47119.2047.670.00153.3342.00120.001.9448961.76126.2654.112.06153.3342.00124.441.9449035.72127.3854.112.06117.7830.89126.671.9459140.27127.9654.112.06126.6735.33126.671.9459247.04129.7728.330.00144.4442.00131.111.9459353.12136.5534.780.00153.3342.00137.781.9469439.30130.0954.112.06126.6735.33128.891.9489559.00123.1741.220.00153.3342.00124.441.9489647.90127.3928.330.00144.4442.00128.891.9489762.68123.9854.112.06153.3342.00122.221.9489834.76129.4854.112.06117.7830.89128.891.9499953.96134.1934.780.00153.3342.00135.561.949 CriticalFailureCircle-----------------------Intersects:XL:47.67YL:0.00XR:144.44YR:42.00Centre:XC:51.18YC:124.39Radius:R:124.44Generatedfailuresurface:(20points)47.670.0053.40-0.0359.130.2064.840.7070.521.4676.162.4881.753.7687.285.3092.727.0998.089.13103.3411.41108.4913.93113.5216.69118.4119.67123.1722.88127.7726.30132.2029.94136.4733.77140.5537.79144.4442.00 SliceGeometryandProperties(41slices)-----------------------------SliceX-S-------------------Base---------------------PoreWaterNormalTestX-LeftAreaAngleWidthLengthMatlCohesionPhiWeightForceStressFactor147.670.01-0.32.332.331100.0034.01.710.001.011.00250.000.75-0.31.701.701100.0034.090.100.0053.381.00351.702.21-0.31.701.701100.0034.0265.320.00156.641.00453.406.842.32.862.871100.0034.0820.640.00280.200.99556.2610.612.32.862.871100.0034.01272.650.00435.730.99 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———————————————————————————————————————————————————————————————————————————————————————————————————————————————————————————————————— GALENA Version5.02 Project: StaticAnalysis 42feetHighSlope File:C:\DataFiles\UsersMyDocuments\Administrator\GALENA\11081.42feethighslopeSeismic.gmf GeoMatTestingLaboratories,Inc. Edited:Processed:23Dec2011 23Dec2011 Analysis: Results 1 MultipleStabilityAnalysis Method: Surface: BishopSimplified Circular Critical(minimum) FactorofSafety:1.34 OnsiteSoil 0 20 40 60 80 100 120 140 160 180 200 -60 -40 -20 0 20 40 60 80 100 200 0.150 42feetHighSlope,2H:1V Cohesion=100psf TrafficLoad Phi=34degree Bench Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Appendix F Treatment Control BMP Sizing Calculations and Design Details Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 85th Percentile 24 hour Storm Event Isohyetal Map Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 BMP Design Volume Spreadsheets for the Santa Margarita Watershed Date Enter the Area Tributary to this Feature AT =4.8acres Site Location Township8S Range3W Section1 D85 = 1.00 If =0.42 Use the following equation based on the WEF/ASCE Method C = 0.858If 3 - 0.78If 2 + 0.774If + 0.04 C = 0.29 Vu = 0.29 VBMP (ft3)= VBMP =5,053 ft3 TTM 33584 - Revised No. 1 Drainage Area Number/Name Calculated Cells Company NameJLC Engineering and Consulting, Inc. Santa Margarita Watershed BMP Design Volume, VBMP (Rev. 03-2012) Legend:Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 9/2/2013 Designed byJilleen FerrisCounty/City Case NoTTM 33584 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 Water Quality Area A1 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 Date Enter the Area Tributary to this Feature AT =1.3acres Site Location Township8S Range3W Section1 D85 = 1.00 If =0.44 Use the following equation based on the WEF/ASCE Method C = 0.858If 3 - 0.78If 2 + 0.774If + 0.04 C = 0.30 Vu = 0.30 VBMP (ft3)= VBMP =1,416 ft3 TTM 33584 - Revised No. 1 Drainage Area Number/Name Calculated Cells Company NameJLC Engineering and Consulting, Inc. Santa Margarita Watershed BMP Design Volume, VBMP (Rev. 03-2012) Legend:Required Entries Calculate the composite Runoff Coefficient, C for the BMP Tributary Area Determine Design Storage Volume, VBMP (in*ac)/ac 9/2/2013 Designed byJilleen FerrisCounty/City Case NoTTM 33584 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 Water Quality Area "A2" 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 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Porous Pavement Design Spreadsheet Company Name:Date: Designed by:County/City Case No.: Enter the area tributary to this feature AT=4.8acres Enter VBMP determines from Section 2.1 of this Handbook VBMP=5,053 ft3 Reservoir Layer Depth, bTH bTH= 18inches AS=8,422 ft2 12,256 ft2 (A)in (B)in (C)in (D)18in in % Sediment Control Provided? (Use pulldown) Geotechnical report attached? (Use pulldown) Describe Surrounding Vegetation: Notes: 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 Total Permeable Pavement Section Required Entries Calculated Cells Minimum Surface Area Required, AS VBMP (ft3) Exceeds 12 inch maximum value Permeable Pavement Surface Area Permeable Pavement - Design Procedure BMP ID Legend:WQ A1 JLC Engineering9/2/2013 Jilleen FerrisTTM 33584 Design Volume 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=1.3acres Enter VBMP determines from Section 2.1 of this Handbook VBMP=1,416 ft3 Reservoir Layer Depth, bTH bTH= 18inches AS=2,360 ft2 2,838 ft2 (A)in (B)in (C)in (D)18in in % Sediment Control Provided? (Use pulldown) Geotechnical report attached? (Use pulldown) Describe Surrounding Vegetation: Notes: 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 Total Permeable Pavement Section Required Entries Calculated Cells Minimum Surface Area Required, AS VBMP (ft3) Exceeds 12 inch maximum value Permeable Pavement Surface Area Permeable Pavement - Design Procedure BMP ID Legend:WQ A2 JLC Engineering9/2/2013 Jilleen FerrisTTM 33584 Design Volume Riverside County Best Management Practice Design Handbook JUNE 2010 Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Vegetated Detention Basin Storage Volume Spreadsheet ContourContourContourContourTotalTotal ElevationArea Area IntervalBasinBasin (sf)(ac)VolumeVolumeVolume (ac-ft)(ac-ft)(ft3) 1093.002107.40.0480.00000.0000 1.000.056 1094.002800.660.0640.05612445.80 2.000.073 1095.003530.400.0810.12875604.30 3.000.090 1096.004289.540.0980.21839508.11 4.000.107 1097.005076.920.1170.325714185.82 Vegetated Detention Basin Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Appendix 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 Page 1 RECORDING REQUESTED BY: __________________________________ (Property Owner’s Name) AND WHEN RECORDED MAIL TO: __________________________________ (Property Owner’s Mailing Address) __________________________________ SPACE ABOVE THIS LINE FOR RECORDER’S USE RECORDING OF A WATER QUALITY MANAGEMENT PLAN OPERATION AND MAINTENANCE AGREEMENT FOR ________________________________________ (Name of Project) ________________________________________ (Address or Tract Map/Lot No.) ________________________________________ Page 2 Water Quality Management Plan Operation and Maintenance Agreement Property Owner Name: _______________________________________________ Property Owner Mailing Address: ___________________________________ ______________________________________________________________________ Project Address or Location: _________________________________________ ______________________________________________________________________ Project’s Assessor Parcel Number: ___________________________________ This Operation and Maintenance Agreement (Agreement) is made in The City of Temecula (City), a municipal agency, located in the County of Riverside, State of California, by (insert property owner) _________________________________________ (Owner), this (insert day) ________ of (insert month and year) ____________________; WHEREAS, the Owner owns real property (Property) as described in Exhibit “A” and depicted in Exhibit “B”, each of which exhibit is attached hereto and incorporated by reference, and has proposed that the Property be developed in accordance with governmental approvals issued by the City and other agencies having jurisdiction over the Property; WHEREAS, at the time of initial approval of the development project (Project) known as (insert name of project) _______________________________________________ within the Property, the City required the Project to generate a Water Quality Management Plan (WQMP). The WQMP describes how the Project proposes to remove pollutants and minimize any adverse impacts from the discharge of storm water and non-storm water runoff generated as a result of the Project, and includes structural and non-structural treatment devices, also known as “Best Management Practices” (BMPs), that will be constructed, or installed, or implemented for this purpose. The precise location(s) of these BMPs are depicted in the WQMP, on file with the City; WHEREAS, the Owner signed and certified the WQMP and accepted the requirement to routinely inspect, clean, maintain, repair, reconstruct, and replace the BMPs associated with the Project in order to retain their original intent and effectiveness; WHEREAS, this Agreement is transferable onto subsequent owners, heirs, executors, administrators, representatives, and assigns (collectively “Successors”) of this Property, Project, and all associated BMPs; WHEREAS, the Owner and Successors are aware that such operation and maintenance requirements are in accordance with, and enforceable under, the City’s Municipal Code and State and Federal environmental laws regulating the discharge of pollutants in storm water and non-stormwater runoff, and may also require compliance with Local, State, and Federal laws and regulations pertaining to confined space entry and waste disposal methods in effect at the time such maintenance occurs; Page 3 NOW THEREFORE, the Owner and Successors shall be subject to the following conditions: 1. This Agreement shall be recorded in the Office of the Recorder of Riverside County, California, at the expense of the Owner and shall constitute notice to the Owner and all Successors of the title to said Property of the obligations required by this Agreement. This Agreement shall also be accompanied by a copy of an ‘Operation and Maintenance Manual’, included in Exhibit “C”, providing detailed instructions on how and when each treatment BMP proposed for construction, or installation, or implementation must be inspected, cleaned, maintained, repaired, reconstructed, and replaced, if necessary, (collectively “Maintained”) in order to retain their original intent and effectiveness. 2. Owner shall, at their sole cost, expense, and liability, routinely maintain all BMPs in a manner assuring peak performance at all times without request or demand from the City or other agency. All reasonable precautions shall be exercised in the removal of any material(s) from the BMPs and the ultimate disposal of the material(s) in a manner consistent with all relevant laws and regulations in effect at the time of the recording of this Agreement. As may be requested from time to time by the City, the Owner shall provide the City with documentation identifying the inspections, maintenance activities, material(s) and quantity(ies) removed, and disposal destinations. 3. Owner hereby provides the City complete access at any time and of any duration during business hours to the BMPs, their immediate vicinity, and all legally accessible areas draining to them upon reasonable notice, or in case of emergency as determined by the City without advance notice, for the purpose of inspecting the BMPs and/or sampling runoff into and/or from the BMPs. The City shall make every effort to minimize interference with the Owner’s use of the Property during these inspections and sampling activities. 4. In the event the Owner fails to accomplish the necessary operation and maintenance obligations required by this Agreement, the Owner hereby authorizes the City to perform any maintenance necessary to restore the BMPs to their original intent and effectiveness. Owner shall reimburse all expenses associated with the City’s maintenance activities to the City, including administrative costs, attorney fees, and interest thereon at the maximum rate authorized by the Civil Code. The City may also opt to use the proceeds from any securities posted for the project, or place a lien on the Property in such amount as will fully reimburse the City, to pay for such maintenance in order to guarantee the continued performance of the BMPs. 5. Owner shall notify any successor to title of all or part of the Property about the existence of this Agreement and provide such notice and a copy of this Agreement prior to such Successor obtaining an interest in all or part of the Property. Page 4 IN WITNESS THEREOF, the Owner hereto affixes their signature as of the date first written above. OWNER 1: OWNER 2 (If more than one owner): ______________________________ Name Name ______________________________ ___________________________________ Signature Signature ______________________________ Title Title A notary acknowledgement is required for recordation (attach appropriate acknowledgement). Page 5 EXHIBIT A (Legal Description of Property) Page 6 EXHIBIT B (Map/Illustration) Page 7 EXHIBIT C (Operation and Maintenance Manual) Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS Water Quality Management Plan (WQMP) Tentative Tract 33584 – Revised No. 1 November 18, 2013 Appendix I FEDERAL/STATE AGENCY APPROVALS